EP2310576A2 - Support de base pour generateurs d'energie eoliens - Google Patents

Support de base pour generateurs d'energie eoliens

Info

Publication number
EP2310576A2
EP2310576A2 EP09763687A EP09763687A EP2310576A2 EP 2310576 A2 EP2310576 A2 EP 2310576A2 EP 09763687 A EP09763687 A EP 09763687A EP 09763687 A EP09763687 A EP 09763687A EP 2310576 A2 EP2310576 A2 EP 2310576A2
Authority
EP
European Patent Office
Prior art keywords
foundation
transition piece
tower
ring
concrete
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
EP09763687A
Other languages
German (de)
English (en)
Other versions
EP2310576B1 (fr
EP2310576A4 (fr
Inventor
Bryant A. Zavitz
Kevin L. Kirkley
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Tindall Corp
Original Assignee
Tindall Corp
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Tindall Corp filed Critical Tindall Corp
Priority to EP17157994.9A priority Critical patent/EP3196364A1/fr
Publication of EP2310576A2 publication Critical patent/EP2310576A2/fr
Publication of EP2310576A4 publication Critical patent/EP2310576A4/fr
Application granted granted Critical
Publication of EP2310576B1 publication Critical patent/EP2310576B1/fr
Not-in-force legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
    • E04H12/20—Side-supporting means therefor, e.g. using guy ropes or struts
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B28—WORKING CEMENT, CLAY, OR STONE
    • B28B—SHAPING CLAY OR OTHER CERAMIC COMPOSITIONS; SHAPING SLAG; SHAPING MIXTURES CONTAINING CEMENTITIOUS MATERIAL, e.g. PLASTER
    • B28B1/00—Producing shaped prefabricated articles from the material
    • B28B1/24—Producing shaped prefabricated articles from the material by injection moulding
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B28—WORKING CEMENT, CLAY, OR STONE
    • B28B—SHAPING CLAY OR OTHER CERAMIC COMPOSITIONS; SHAPING SLAG; SHAPING MIXTURES CONTAINING CEMENTITIOUS MATERIAL, e.g. PLASTER
    • B28B13/00—Feeding the unshaped material to moulds or apparatus for producing shaped articles; Discharging shaped articles from such moulds or apparatus
    • B28B13/04—Discharging the shaped articles
    • B28B13/06—Removing the shaped articles from moulds
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/42—Foundations for poles, masts or chimneys
    • E02D27/425—Foundations for poles, masts or chimneys specially adapted for wind motors masts
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
    • E04H12/02—Structures made of specified materials
    • E04H12/12—Structures made of specified materials of concrete or other stone-like material, with or without internal or external reinforcements, e.g. with metal coverings, with permanent form elements
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
    • E04H12/34—Arrangements for erecting or lowering towers, masts, poles, chimney stacks, or the like
    • E04H12/342—Arrangements for stacking tower sections on top of each other
    • F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
    • F03—MACHINES OR ENGINES FOR LIQUIDS; WIND, SPRING, OR WEIGHT MOTORS; PRODUCING MECHANICAL POWER OR A REACTIVE PROPULSIVE THRUST, NOT OTHERWISE PROVIDED FOR
    • F03D—WIND MOTORS
    • F03D13/00—Assembly, mounting or commissioning of wind motors; Arrangements specially adapted for transporting wind motor components
    • F03D13/10—Assembly of wind motors; Arrangements for erecting wind motors
    • F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
    • F03—MACHINES OR ENGINES FOR LIQUIDS; WIND, SPRING, OR WEIGHT MOTORS; PRODUCING MECHANICAL POWER OR A REACTIVE PROPULSIVE THRUST, NOT OTHERWISE PROVIDED FOR
    • F03D—WIND MOTORS
    • F03D13/00—Assembly, mounting or commissioning of wind motors; Arrangements specially adapted for transporting wind motor components
    • F03D13/20—Arrangements for mounting or supporting wind motors; Masts or towers for wind motors
    • F03D13/22—Foundations specially adapted for wind motors
    • F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
    • F05—INDEXING SCHEMES RELATING TO ENGINES OR PUMPS IN VARIOUS SUBCLASSES OF CLASSES F01-F04
    • F05B—INDEXING SCHEME RELATING TO WIND, SPRING, WEIGHT, INERTIA OR LIKE MOTORS, TO MACHINES OR ENGINES FOR LIQUIDS COVERED BY SUBCLASSES F03B, F03D AND F03G
    • F05B2240/00—Components
    • F05B2240/90—Mounting on supporting structures or systems
    • F05B2240/91—Mounting on supporting structures or systems on a stationary structure
    • F05B2240/912—Mounting on supporting structures or systems on a stationary structure on a tower
    • F05B2240/9121—Mounting on supporting structures or systems on a stationary structure on a tower on a lattice tower
    • F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
    • F05—INDEXING SCHEMES RELATING TO ENGINES OR PUMPS IN VARIOUS SUBCLASSES OF CLASSES F01-F04
    • F05B—INDEXING SCHEME RELATING TO WIND, SPRING, WEIGHT, INERTIA OR LIKE MOTORS, TO MACHINES OR ENGINES FOR LIQUIDS COVERED BY SUBCLASSES F03B, F03D AND F03G
    • F05B2240/00—Components
    • F05B2240/90—Mounting on supporting structures or systems
    • F05B2240/91—Mounting on supporting structures or systems on a stationary structure
    • F05B2240/913—Mounting on supporting structures or systems on a stationary structure on a mast
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
    • Y02E10/00—Energy generation through renewable energy sources
    • Y02E10/70—Wind energy
    • Y02E10/72—Wind turbines with rotation axis in wind direction
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
    • Y02E10/00—Energy generation through renewable energy sources
    • Y02E10/70—Wind energy
    • Y02E10/728—Onshore wind turbines
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y10—TECHNICAL SUBJECTS COVERED BY FORMER USPC
    • Y10S—TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y10S416/00—Fluid reaction surfaces, i.e. impellers
    • Y10S416/06—Supports for natural fluid current motors

Definitions

  • TITLE BASE SUPPORT FOR WIND-DRIVEN POWER GENERATORS
  • the present subject matter relates to towers. More specifically, the present subject matter relates to tower construction and methodologies for assembly, such as may be provided involving precast concrete and used in conjunction with dynamic structures such as wind-driven power generators or windmills. BACKGROUND OF THE INVENTION
  • Column is directed to a column comprised of a plurality of concrete-filled stacked tubes.
  • United States Patent No. 4,406,094 to Hempel et al. entitled “Apparatus for Anchoring Self-supporting, Tall Structures” is directed to an anchoring self- supporting tall structure such as masts, towers, or the like in a foundation. The mast or tower may be used to support a wind-driven power generator.
  • United States Patent No. 5,761 ,875 to Oliphant et al. entitled “Reinforced concrete Pole with Attachment Mechanism” is directed to an attachment mechanism which provides a structurally sound means to attach a reinforced concrete pole to a support structure.
  • United States Patent No. 7,155,875 to Henderson entitled “Method of Forming a Perimeter Weighted Foundation For Wind Turbines And The Like” is directed to a weighted foundation having a central pier pedestal and an enlarged base space outwardly and extending below the pedestal.
  • a tower constructed in accordance with the present technology may well be used to support, for example, a television transmitter aerial or other radio signal broadcasting aerial.
  • towers constructed in accordance with present technology may be used to support any type device that may require placement above local ground level for more effective operation.
  • Such other present uses may include, for example, such as electrical power transmission lines and athletic field lighting equipment.
  • support for windmills may be provided by stacking on-site a plurality of precast concrete cylinders to form a self- supporting tower.
  • a first number of the precast concrete cylinders may be provided as reinforced prestressed concrete while a second number of the precast concrete cylinders may be provided as ultra high performance fiber reinforced concrete.
  • precast concrete cylinders may be assembled upon a raised platform supported by a plurality of precast concrete legs, each of which may me supported on individual concrete foundation blocks positioned below local ground level.
  • methodologies are provided to secure individual precast concrete cylinders together using adhesives.
  • methodologies have been developed to provide a temporary support for a raised platform.
  • apparatus and accompanying methodologies have been developed to provide an internal vertical post tensioning system within the stacked concrete cylinders to maintain structural integrity of the stacked assembly.
  • a ribbed concrete block structure may be provided as an alternative support for a raised tower supporting platform.
  • a tower supporting platform may correspond in part to a precast portion and a field poured portion.
  • a poured-in-place concrete circular strip footing may be provided requiring little or no excavation.
  • a conical skirt may be provided to distribute the tower load to the foundation.
  • the foundation could be precast and cast monolithically with vertical stave elements.
  • the foundation may be configured to add additional dead load by means of external ballasts.
  • One exemplary embodiment of the present subject matter relates to a base structure for a support tower, comprising a ring foundation pad; a transition piece disposed above such ring foundation pad; and a plurality of staves positioned around such transition piece, each of such plurality of staves respectively comprising a top portion and a bottom portion, the bottom portion of each such stave being wider than the top portion of each such stave.
  • a base structure for a support tower comprising a ring foundation pad; a transition piece disposed above such ring foundation pad; and a plurality of staves positioned around such transition piece, each of such plurality of staves respectively comprising a top portion and a bottom portion, the bottom portion of each such stave being wider than the top portion of each such stave.
  • Such plurality of staves and such transition piece may be constructed primarily of concrete.
  • such base structure may further include a plurality of anchor elements, located on such ring foundation pad, and respectively configured to secure one of such staves against radial and lateral movement.
  • each of such plurality of anchor structures includes a receiving conduit, adapted to receive a tendon threaded through one of such plurality of staves; and each of such plurality of staves includes at least one conduit extending therethrough, with at least one tendon extending through such conduit.
  • such base structure may further include a central foundation pad situated within such ring foundation pad; and a tower structure supported on such central foundation pad, with such transition piece positioned on top of such tower structure.
  • transition piece may include a plurality of facets around a perimeter thereof; and such top portion of each such stave may be configured to be respectively adhered to one of such plurality of facets.
  • Such transition piece optionally may further define an aperture formed through a central portion thereof. In some instances, such aperture may have an elliptical shape.
  • each of such plurality of staves may include at least one conduit extending through such stave and at least one tendon extending through such conduit.
  • such conduit may be a U-shaped conduit extending partially through such stave.
  • such conduit may be a U- shaped conduit comprising first and second legs connected by a horizontal portion, such first leg of such U-shaped conduit extending through a first stave of such plurality of staves and such second leg of such U-shaped conduit extending through a second stave of such plurality of staves.
  • Such horizontal portion of such U-shaped conduit may extend across a plurality of staves.
  • such ring foundation pad may be constructed of a plurality of foundation sections; and such plurality of foundation sections may be secured together by a metallic strand threaded through such plurality of foundation sections.
  • such transition piece may comprise a central ring structure; and such base structure may be a multi-staged base structure comprising an upper transition piece disposed above such central ring structure; and a plurality of upper staves surrounding such upper transition piece, each such upper stave respectively comprising a top portion and a lower portion, the bottom portion of each such upper stave being wider than the top portion of each such upper stave, and with such lower portion of each such upper stave being secured to such central ring structure and such upper portion thereof being secured to such upper transition piece.
  • such base structure may comprise a plurality of tubular structures stacked on top of such transition piece; and such plurality of tubular structures may be constructed primarily of concrete.
  • each of such plurality of tubular structures may include a conduit extending therethrough; and such base structure may further include at least one tendon threaded through such conduit of such tubular structure and through a conduit located in one of such plurality of staves, for securing such tubular structure to such transition piece.
  • FIG. 1 Another present exemplary embodiment relates to a support tower, preferably comprising a foundation; a base structure secured to such foundation; a transition piece secured to such base structure; a plurality of tubular structures stacked on top of such transition piece, each such tubular structure defining a hollow opening; such plurality of tubular structures including a topmost tubular structure having a locking mechanism; and a mast section having a bottom end and a top end inserted through such hollow openings of such plurality of stacked tubular structures, such mast section being movable between respective first and second positions thereof.
  • preferably such mast section may be configured to be secured in such second position thereof by engaging such bottom end of such mast section with such locking mechanism.
  • such transition piece may comprise an elliptical aperture.
  • such support structure may further include a metallic plate covering such elliptical aperture, such metallic plate being removable through such elliptical aperture of such transition piece.
  • Such metallic plate may have a plurality of standoffs extending from a top surface thereof, and such support tower may further include a lifting plate.
  • Such lifting plate optionally may include a sealing ring around an outer perimeter thereof.
  • such lifting plate may include a plurality of pedestals extending from such lifting plate; and such mast section may be in such first position thereof when such bottom end of such mast section may be resting on such pedestals of such lifting plate.
  • such locking mechanism of such topmost tubular structure may include an initial ring precast into such topmost tubular structure, such initial ring having a plurality of support teeth; and a toothed ring positioned above such initial ring, such toothed ring comprising a plurality of locking teeth.
  • such bottom end of such mast section may comprise a toothed ring locking mechanism, with such toothed ring locking mechanism comprising a plurality of ring teeth; such plurality of support teeth and such plurality of locking teeth may comprise a ramped surface to provide frictional engagement with such ring teeth of such toothed ring locking mechanism; and such mast section may be in such second position thereof when such ring teeth of such toothed ring locking mechanism may be at an elevation between such support teeth and such locking teeth. Also, such mast section may be configured to be secured in such second position by rotating such mast such that such ring teeth engage such support teeth and such locking teeth. [0037] Variations of the foregoing may include securing a wind turbine to such top end of such mast section.
  • Such mast section may include a cylindrical steel section.
  • such transition piece, such base support, and such plurality of stacked tubular structures may be constructed primarily of concrete.
  • a support tower may comprise a foundation having an outer perimeter defining a foundational footprint; a base structure having respective top and bottom potions, with such bottom portion thereof secured to such foundation; a transition piece associated with such top portion of such base structure such that such transition piece may be in a state of horizontal axis compression; and a mast section, having an outer perimeter defining a mast footprint smaller than such foundational footprint, and associated with such transition piece such that such transition piece may be in a state of vertical axis compression.
  • such transition piece may be configured to receive poured material to fix such horizontal and vertical axes compressions thereof.
  • optional features may include providing such foundation as a ring foundation constructed primarily of concrete; and including poured concrete in such transition piece to fix such horizontal and vertical axes compressions thereof.
  • such foundation may comprise a plurality of peripheral foundation pads constructed primarily of concrete; and such transition piece may include poured concrete to fix such horizontal and vertical axes compressions thereof.
  • Such base support structure may comprise a plurality of legs, each of such legs constructed primarily of concrete, and having a first end respectively secured to such foundation and second end respectively secured to such transition piece.
  • such base support structure may comprise a plurality of staves, each of such staves constructed primarily of concrete, and having a top portion and a bottom portion, the bottom portion of each such stave being wider than the top portion of each such stave, such bottom portion of each such stave being secured to such foundation and such top portion being secured to such transition piece.
  • such mast structure may include a plurality of stacked tubular structures constructed primarily of concrete, and configured to support a wind turbine generator; and such transition piece may be constructed primarily of concrete.
  • An exemplary such support tower may further include a plurality of post-tensioning cables, extending through such base structure and such mast structure, and circumferentially around such transition piece, and configured so as to respectively provide vertical and horizontal compressions to such transition piece.
  • such support tower may further include a central foundation pad and a tower structure comprising an access ladder, and extending from such central foundation pad, such transition piece being located on top of such tower structure.
  • Such tower structure may be constructed primarily from concrete.
  • Such tower structure may have a cruciform cross-section, or other.
  • FIG. 1 Another exemplary present embodiment relates to a support tower, preferably comprising a foundation; a base structure secured to such foundation; a platform unit secured to such base structure; a plurality of tubular structures stacked on top of such platform unit, each such tubular structure forming a respective hollow opening, such plurality of tubular structures including a topmost tubular structure; and a tension cable.
  • Such tension cable is preferably received through such hollow openings of such tubular structures, and has a first end thereof secured to such platform unit and a second end thereof secured to such topmost tubular structure. With such arrangement, internal tensioning is provided for securing such plurality of tubular structures.
  • such platform unit and such plurality of tubular structures may be constructed primarily of concrete. Still further, such plurality of tubular structures may have one of a cylindrical and polygonal cross-section, with each of such plurality of tubular structures constructed for mating assembly with an adjacent tubular structure.
  • such plurality of tubular structures may include a first set of tubular structures having a first diameter and a second set of tubular structures having a second diameter, such that such second diameter of the second set of tubular structures is smaller than the first diameter of the first set of tubular structures; and such support tower further may include a transition ring, constructed primarily of reinforced concrete, situated between such first set of tubular structures and such second set of tubular structures, such transition ring having a lower diameter corresponding to the first diameter of such first set of tubular structures, and having an upper diameter corresponding to the second diameter of such second set of tubular structures.
  • such top most tubular structure may comprise a mounting surface for a wind turbine generator.
  • such topmost tubular structure may comprise an anchor ring to secure such second end of such tension cable; and such platform unit may include an anchor structure to secure such first end of such tension cable.
  • such base structure may comprise a plurality of legs, each such leg having first and second opposing ends, such first end of each such leg being secured to such foundation, and such second end of each such leg being inserted through a mating hole in such platform unit; and such foundation may comprise a ring foundation pad.
  • such base structure may comprise a plurality of legs, each such leg having first and second opposing ends, such first end of each such leg being secured to such foundation, and such second end of each such leg being inserted through a mating hole in such platform unit; and such foundation may comprise a plurality of peripheral foundation pads.
  • each of such plurality of legs may comprise a first end secured to one of such peripheral foundation pads and a second end secured to such platform unit.
  • preferably such platform unit and such plurality of legs may be constructed primarily of concrete.
  • such platform unit may define a plurality of mating holes, such second end of each of such plurality of legs being respectively inserted into such mating holes of such support structure.
  • such base structure may further comprise a lateral support structure between adjacent legs, with such lateral support structure constructed primarily of concrete.
  • such plurality of peripheral foundation pads may be coupled by tension tie members to a central foundation pad, with such tension tie members being constructed primarily of concrete.
  • such base structure may further include a tower structure extending from such central foundation pad, with such platform unit positioned on top of such tower structure.
  • such base structure may support thereon a support tower for a wind turbine.
  • a present support tower may comprise a ring foundation pad; and a base structure, secured to such foundation pad, and comprising a plurality of adjacent circular sections stacked on top of one another, each such circular section having a diameter and respectively comprising a plurality of blocks.
  • the diameter of each such circular section is greater than the diameter of the adjacent circular section stacked on top of such circular section.
  • such blocks may be constructed primarily of concrete.
  • Such blocks may further include integral ribs.
  • Such base structure may further include a steel structure over which such blocks are received.
  • Such support tower may further include a mast, secured to such base structure, and configured to support a wind turbine.
  • a transition piece may be included between such base structure and such mast.
  • such mast may comprise a plurality of stacked concrete tubular structures.
  • a base structure for a support tower may comprise a ring foundation pad; a platform unit disposed above such ring foundation pad, such platform unit defining a plurality of mating holes; and a plurality of legs extending from such ring foundation pad, each such leg having respective first and second opposing ends. In such an arrangement, preferably such first end of each respective leg is secured to such ring foundation pad and such second end of each respective leg is received in one of such mating holes of such platform unit.
  • such platform unit has a U-shaped cross- section, and such platform unit and such plurality of legs may be constructed primarily of concrete.
  • such base structure may further comprise a lateral support structure between adjacent legs; and such lateral support structure may be constructed primarily of concrete.
  • such base structure may further comprise a central foundation pad surrounded by such ring structure and a tower structure received on such central foundation pad, with such platform unit positioned on top of such tower structure; and such base structure may be combined with a mast supported thereon, for receipt of a wind turbine.
  • such mast may comprise a plurality of concrete tubular structures.
  • a plurality of peripheral foundation pads may be provided, surrounded by such ring foundation pad, and a plurality of additional legs may be provided, each such additional leg having a first end respectively secured to one of such peripheral foundation pads and a second opposing end respectively secured to such platform unit.
  • each of such plurality of additional legs may be constructed primarily of concrete.
  • One exemplary present method relates to a method for constructing a base structure for a support tower, comprising constructing a ring foundation pad; positioning a transition piece above such ring foundation pad; positioning a plurality of staves around such transition piece, each of such plurality of staves respectively comprising a top portion and a bottom portion, such bottom portion of each such stave being wider than such top portion thereof; respectively securing such bottom portion of each of such plurality of staves to such ring foundation pad; and respectively securing such top portion of each of such plurality of staves to such transition piece.
  • such plurality of staves and such transition piece may be constructed primarily of concrete.
  • such method may optionally further include constructing a central foundation pad situated within such ring foundation pad; supporting a tower structure on such central foundation pad; and positioning such transition piece on top of such tower structure. Alternatively, such method may even further include removing such tower structure after such plurality of staves have been secured to such transition piece.
  • such method may further include providing such transition piece with a plurality of facets defined about a perimeter thereof; and respectively securing such top portion of each such stave to respective facets defined on the perimeter of such transition piece.
  • such transition piece may further define an aperture formed through a central portion thereof. In some instances, such aperture may have an elliptical shape.
  • such method may further include selectively including conduits in such plurality of staves; extending at least one tendon through a conduit disposed in one of such plurality of staves; and applying tension to such at least one tendon to secure such stave to such base structure.
  • Such conduit may extend through the length of such stave.
  • Such conduit may be a U- shaped conduit extending partially through the length of such stave.
  • such conduit may comprise a U-shaped conduit having respective first and second legs connected by a horizontal portion, wherein such first leg extends through a first stave of such plurality of staves and such second leg extends through a second stave of such plurality of staves.
  • such step of constructing a ring foundation pad may include providing a plurality of foundation sections; placing such plurality of foundation sections together to form such ring foundation pad; and threading a metallic stand through such plurality of foundation sections to secure such plurality of foundation sections together.
  • such method may further include providing a plurality of anchor elements located on such ring foundation pad; and respectively securing such bottom portion of each such stave to one of such plurality of anchor elements on such ring foundation pad, for securing such plurality of staves against radial and lateral movement.
  • such transition piece may comprise a central ring structure; and such method may further include constructing a multi-staged base- structure by positioning an upper transition piece above such central ring structure; positioning a plurality of upper staves around such upper transition piece, each of such plurality of upper staves respectively comprising a top portion and a bottom portion, with such bottom portion of each such upper stave being wider than such top portion thereof; securing such bottom portion of each of such plurality of upper staves to such central ring structure; and securing such top portion of each of such plurality of staves to such upper transition piece.
  • Present methodology optionally may further include stacking on top of such transition piece a plurality of tubular structures constructed primarily of concrete. Also, such method optionally may further include providing a conduit respectively extending through each of such plurality of tubular structures; threading at least one tendon through such conduit of such tubular structure; threading such tendon through one of such plurality of staves; and applying tension to such tendon to secure such tubular structure to such base structure.
  • Additional exemplary embodiments of the present subject matter may relate to a method for constructing a support tower; such method comprising providing a foundation; securing a base structure to such foundation; placing a transition piece on such base structure; stacking a plurality of tubular structures on top of such transition piece, each such plurality of tubular structures defining a hollow opening, such plurality of stacked tubular structures including a topmost tubular structure having a locking mechanism; inserting a mast section having respective bottom and top ends through such hollow openings of such plurality of stacked tubular structures such that such bottom end of such mast section may be adjacent such transition piece; raising such mast section such that such bottom end of such mast section may be adjacent such locking mechanism of such topmost tubular structure; and engaging such bottom end of such mast section with such locking mechanism.
  • such support tower may include a lifting plate, and such lifting plate may include a sealing ring around an outer perimeter thereof.
  • such lifting plate may comprise a plurality of pedestals extending from such lifting plate.
  • Such step of inserting such mast section may comprise inserting such mast section through such hollow openings of such plurality of stacked tubular structures such that such bottom end of such mast section rests on top of such pedestals extending from such lifting plate.
  • Such step of raising such mast section may comprise forcing compressed air into a space defined between such plurality of stacked tubular structures and such lifting plate.
  • such locking mechanism of such topmost tubular structure may comprise an initial ring precast into such topmost tubular structure, such initial ring comprising a plurality of support teeth; and a toothed ring comprising a plurality of locking teeth.
  • Such bottom end of such mast section may comprise a toothed ring locking mechanism, such toothed ring locking mechanism comprising a plurality of ring teeth.
  • Such plurality of support teeth and such plurality of locking teeth may comprise a ramped surface to provide frictional engagement with such ring teeth of such toothed ring locking mechanism.
  • Such step of engaging such bottom end of such mast section with such locking mechanism may comprise rotating such mast section such that such ring teeth may be positioned between such support teeth and such locking teeth.
  • Variations of present methodology may further include removing such compressed air after such lower end of such mast section has been engaged with such locking mechanism. Variations may further include providing an elliptical aperture in such transition piece, and removing such lifting plate through such elliptical aperture. Such present method optionally may further include mounting a wind turbine to such top end of such mast section, which mast section in certain arrangements may comprise a cylindrical steel section.
  • such transition piece, such base support, and such plurality of stacked tubular structures may be constructed primarily of concrete.
  • variations of the present method may further include disengaging such bottom end of such mast section from such locking mechanism; and lowering such mast section such that such mast section may be adjacent such transition piece.
  • Such step of lowering such mast section comprises using compressed air to control the rate at which such mast section may be lowered.
  • Another exemplary embodiment of a present method for constructing a support tower may comprise constructing a foundation, such foundation having an outer perimeter defining a foundational footprint; providing a base structure having respective top and bottom portions, with such bottom portion thereof secured to such foundation; providing a mast section having an outer perimeter defining a mast footprint that may be smaller than such foundational footprint; associating a transition piece with the top portion of such base structure such that such transition piece may be placed in a state of horizontal axis compression; associating such mast section with such transition piece such that such transition piece may be placed in a state of vertical axis compression; and pouring material in such transition piece to fix such horizontal and vertical compression thereof, such that the transition piece may be associated with both such base structure and such mast section while being held in biaxial compression.
  • such foundation may be a ring foundation constructed primarily of concrete, or such foundation may comprise a plurality of peripheral foundation pads constructed primarily of concrete.
  • Such step of associating such transition piece with the top portion of such base structure may include positioning a plurality of legs around such transition piece, each of such plurality of legs constructed primarily of concrete, and respectively having a first end and a second end; securing such first end of each of such plurality of legs to such foundation; and securing such second end of each of such plurality of legs to such transition piece.
  • such step of associating such transition piece with the top portion of such base structure may include positioning a plurality of staves around such transition piece, each of such staves constructed primarily of concrete, and having a top portion and a bottom portion, the bottom portion of each such stave being wider than the top portion of each such stave; securing such bottom portion of each such stave to such foundation; and securing such top portion of each such stave to such transition piece.
  • such transition piece may be constructed primarily of concrete; and such step of associating such mast section with such transition piece may include stacking a plurality of tubular structures constructed primarily of concrete on top of such transition piece, with such mast configured to support a wind turbine generator.
  • Variations of such method may further include extending a plurality of post-tensioning cables through such base structure and such mast section; extending a plurality of post-tensioning cables circumferentially around such transition piece; and tensioning such plurality of post-tensioning cables so as to respectively provide horizontal and vertical axes compression to such transition piece.
  • Still other present alternatives may include constructing a central foundation pad; extending a tower structure from such central foundation pad; placing such transition piece on top of such tower structure; and removing such tower structure after such transition piece may be secured to such base structure.
  • such tower structure may be constructed primarily of concrete, and/or such tower structure may have a cruciform cross-section or other.
  • the present method may further comprise constructing a central foundation pad; extending a tower structure from such central foundation pad, such tower structure having an access ladder; and placing such transition piece on top of such tower structure.
  • Another exemplary present method relates to a method for constructing a support tower, the method comprising constructing a foundation; providing a base structure secured to such foundation, and a platform unit located at the top of such base structure; stacking a plurality of tubular structures on top of such platform unit, each of such plurality of tubular structures respectively defining a hollow opening, such plurality of stacked tubular structures including a topmost tubular structure; providing a tension cable, threaded through such hollow openings of such plurality of stacked tubular structures, having a first end thereof secured to such platform unit, and a second end thereof secured to such topmost tubular structure of such plurality of stacked tubular structures; and applying tension to such tension cable so as to provide internal tensioning for securing such plurality of tubular structures.
  • such step of securing a base structure to a foundation may optionally comprise constructing a central foundation pad; extending a tower structure from such central foundation pad; securing such platform unit to such tower structure; positioning a plurality of legs around such support structure, each of such legs having first and second opposing ends; securing such first end of each of such plurality of legs to one of such plurality of peripheral foundation pads; securing such second end of each of such plurality of legs to such platform unit; and removing such tower structure from such foundation after securing such second end of each of such plurality of legs to such platform unit.
  • such step of securing a base structure to a foundation may comprise constructing a central foundation pad; extending a tower structure from such central foundation pad; securing such platform unit to such tower structure; positioning a plurality of legs around such support structure, each of such legs having first and second opposing ends; securing such first end of each of such plurality of legs to one of such plurality of peripheral foundation pads; and securing such second end of each of such plurality of legs to such platform unit by inserting such second end of each such leg into a mating hole defined in such platform unit.
  • such platform unit and such plurality of tubular structures may be constructed primarily of concrete.
  • such plurality of tubular structures may have one of a cylindrical or polygonal cross-section; such step of stacking such plurality of tubular structures may comprise mating the top surface of one of the plurality of stacked tubular structures with the bottom surface of the adjacent tubular structure; and such method may further include adhesively securing such plurality of stacked tubular structures together.
  • Additional present alternatives may relate to such step of stacking such plurality of tubular structures comprising stacking a first set of tubular structures, such first set of tubular structures having a first diameter; placing a transition ring constructed of reinforced concrete on top of such first set of tubular structures; and stacking a second set of tubular structures on top of such transition ring, such second set of tubular structures having a second diameter; wherein the second diameter of the second set of tubular structures may be smaller than the first diameter of the first set of tubular structures and such transition ring has a lower diameter corresponding to the first diameter of such first set of tubular structures and an upper diameter corresponding to the second diameter of such second set of tubular structures.
  • Present methodology may optionally further include mounting a wind turbine generator to such topmost tubular structure.
  • such foundation may be a ring foundation pad; and such method may further comprise securing such first end of such tension cable to an anchor structure located on such platform unit, and securing such second end of such tension cable to an anchor ring located on such topmost tubular structure.
  • such foundation may comprise a plurality of peripheral foundation pads; and such method may further comprise securing such first end of such tension cable to an anchor structure located on such platform unit, and securing such second end of such tension cable to an anchor ring located on such topmost tubular structure.
  • Another present exemplary methodology may relate to a method for constructing a base structure for a support tower, such method comprising constructing a plurality of peripheral foundation pads; providing a platform unit positioned above such plurality of peripheral foundation pads; positioning a plurality of legs around such base structure, each of such legs having first and second opposing ends; securing such first end of each of such plurality of legs to one of such plurality of peripheral foundation pads; and securing such second end of each of such plurality of legs to such platform unit.
  • such step of positioning such platform unit above such plurality of foundation pads may comprise extending a tower structure from a central foundation pad; and positioning such platform unit on top of such tower structure.
  • Such method may further include removing such tower structure after such plurality of legs have been secured to such platform unit.
  • Such platform unit and such plurality of legs may be constructed primarily of concrete.
  • Such step of securing such second end of each of such plurality of legs to such platform unit may comprise inserting such second end of each such leg into a mating hole defined in such platform unit.
  • such method may further include securing a lateral support structure between adjacent legs, with such lateral support structure constructed primarily of concrete.
  • such method may further include coupling such plurality of peripheral foundation pads to a central foundation pad with tension tie members constructed primarily of concrete.
  • such method may further include providing a support tower on such base structure, with a wind turbine generator mounted thereon.
  • Yet another present exemplary methodology relates to a method for constructing a support tower.
  • Such method may comprise constructing a ring foundation pad; and stacking a plurality of circular sections on top of such ring foundation pad to construct a base structure, each such circular section having a diameter and comprising a plurality of blocks, the diameter of each such circular section being greater than the diameter of the circular section stacked on top of such circular section.
  • Such blocks may be constructed primarily of concrete and/or may be constructed with integral ribs.
  • such method may further include providing a steel structure, and placing such blocks over such steel structure.
  • such method may further include constructing a central foundation pad in a location interior to that of the location for such ring foundation pad; providing a tower structure supported on such central foundation pad; placing a transition piece on top of such tower structure; and securing such base structure to such transition piece.
  • such method may further include removing such tower structure after such base structure is secured to such transition piece.
  • the foregoing method may optionally further include securing a mast to such transition piece, such mast configured to support a wind generator, and/or with such mast comprising a plurality of stacked concrete tubular structures.
  • Yet another present exemplary embodiment relates to a method for constructing a base structure for a support tower. Such a method may comprise providing a ring foundation pad; disposing a platform unit above such ring foundation pad, such platform unit defining a plurality of mating holes; providing a plurality of legs, each such leg having respective first and second opposing ends; securing such first end of each such respective leg to such ring foundation pad; and securing such second end of each such respective leg in one of such mating holes of such platform unit.
  • such platform unit may comprise a predetermined shaped cross-section for receiving poured concrete therein; and such method may further include pouring concrete into such platform unit to secure such legs to such platform unit.
  • such method may optionally further include providing a central foundation pad surrounded by such ring foundation pad; positioning a tower structure on top of such central foundation pad; and placing such platform unit on top of such tower structure.
  • such method may further include removing such tower structure after such legs have been secured to such platform unit.
  • such platform unit and such plurality of legs may be constructed of reinforced concrete.
  • such method may further include securing a lateral support structure between adjacent legs; and wherein such lateral support structure may be constructed primarily of concrete.
  • Such method may optionally include providing a support tower on such platform unit; and mounting a wind turbine generator on such support tower.
  • such method may include in some present variations providing a plurality of peripheral foundation pads surrounded by such ring foundation pad; extending a plurality of additional legs from such plurality of peripheral foundation pads; each such additional leg having respective first and second opposing ends; securing such first end of each such additional leg to one of such plurality of peripheral foundation pads; and securing such second end of each such respective additional leg in one of such mating holes of such platform unit.
  • Figure 1 illustrates an exemplary embodiment of a concrete base support, such as for a windmill, in accordance with the present technology, fully installed and supporting a representative exemplary windmill
  • Figure 2 illustrates an enlarged portion of a lower section of the concrete base support exemplary embodiment of present Figure 1 , illustrating a temporary support tower and guy wires
  • Figure 3 illustrates an enlarged portion of a lower section of the concrete base support of present Figure 3, illustrating lateral support structure for the concrete base support legs;
  • Figure 4 illustrates an exemplary present foundation plan for an exemplary concrete base support in accordance with present technology;
  • Figure 5 represents a cross-section view of the exemplary concrete base support legs of the present subject matter, taken along section line 5-5 of Figure 1 ;
  • Figure 6 illustrates an exemplary embodiment of an alternate concrete base support, such as for a windmill, in accordance with a further embodiment of the present technology;
  • Figure 7 illustrates an interior view of the base portion of the exemplary base support of Figure 6 illustrating interior integral concrete rib construction in accordance with the present technology, seen generally as from view line 7-7 of present Figure 6;
  • Figure 8 is an enlarged view of a further alternative concrete base support in accordance with a yet further embodiment of the present technology
  • Figure 9 is a view similar to that of present Figure 4, and illustrates an exemplary present foundation plan for a further exemplary concrete base support in accordance with present technology
  • Figure 10 is a view similar to that of present Figure 5, and represents a cross-section view of yet further exemplary concrete base support legs in accordance with the present technology;
  • Figure 11 is a partial, generally side view of an exemplary concrete platform in accordance with another exemplary embodiment of the present technology;
  • Figure 12 is a top view of the exemplary platform of Figure 11 taken along view line 12-12 of Figure 11 ;
  • Figure 13 illustrates a portion of a lower section of the concrete base support in accordance with a further exemplary embodiment of present subject matter, illustrating a temporary support tower, guy wires, and circular concrete base support;
  • Figure 14 is an enlarge perspective view of the top portion of the temporary tower illustrated in Figure 13 with a precast concrete transition piece placed thereon;
  • Figure 15 illustrates the placement of a first pair of staves positioned in balanced relationship on opposite sides of the transition piece;
  • Figure 16 is a top view taken from line 16-16 of Figure 15 showing a completed skirted base structure;
  • Figure 17 illustrates a top perspective view of the precast transition piece with all stays in place and banded around with a corrugated metal collar;
  • Figure 18 illustrates a view similar to that of Figure 17 but including a sealing plate that forms a portion of a tower hydraulic lifting mechanism;
  • Figure 19 illustrates a view similar to that of Figure 18 but including a tower lifting plate
  • Figure 20 illustrates a view similar to that of Figure 19 and including illustration of a first precast concrete tower section shown partially in phantom to better illustrate aspects of the internal construction;
  • Figure 21 illustrates coupling of ducts within the stays and precast concrete tower section to provide passageways for securing strands;
  • Figure 22 illustrates sealing and circumferential clamping of the joint between the first section of precast concrete tower portion and the precast transition piece;
  • Figure 23 illustrates, partially in phantom, the stacking of additional precast concrete tower sections and the insertion into the stacked concrete sections of a steel tower section;
  • Figures 24 - 27 illustrate several stages in the construction of a toothed locking ring atop the topmost precast concrete tower section;
  • Figure 28 illustrates an exemplary tower in accordance with present technology in a fully extended position and supporting a wind generator;
  • Figure 29 illustrates a cross section segment of a locking ring mechanism prior to rotation into a locked position;
  • Figure 30 illustrates partially in phantom an access hole through the precast concrete transition piece after removal of the lifting plate used to raise the steel tower portion into position;
  • Figure 31 illustrates a completed tower construction supporting a wind generator but omitting the normally accompanying turbine blade assembly;
  • Figure 32 is a cross section of a portion of a precast base including ballast fill and stave anchoring features in accordance with certain exemplary embodiments of the present technology
  • Figure 33 illustrates a cross section of an alternate configuration of the precast base structure that is identical to that of Figure 32 except that the upstanding wall section has been replaced with a separated corrugated metal structure in accordance with certain other exemplary embodiments of the present technology
  • Figure 34 illustrates in cross section an alternate arrangement for forming the transition piece using a precast concrete collar;
  • Figure 35 is a cross sectional view of the assembled locking ring mechanism shown in portions in Figures 24-27 and 29;
  • Figure 36 illustrates the optional use of lateral bracing during erection of the steel tower portion
  • Figure 37 illustrates preliminary construction of a multi-stage tower base for use with larger capacity turbines and higher towers
  • Figure 38 illustrates an exemplary implementation of "U" shaped tendons to provide multiple joint crossing and enhanced stave retention; and
  • Figure 39 illustrates a plan view of a support tower in accordance with a further exemplary alternative embodiment of the present subject matter.
  • the present subject matter is particularly concerned with apparatus and corresponding methodology for providing base supports, such as comprised at least in part of precast concrete, and such as for windmills and wind-driven power generators, or other apparatuses.
  • Figure 1 illustrates an exemplary embodiment of a concrete base support generally 100, such as for a windmill, in accordance with the present technology, illustrated as fully installed and supporting a representative generator generally 120 and accompanying turbine blade assembly generally 122.
  • a representative generator generally 120 and accompanying turbine blade assembly generally 122 are illustrated as fully installed and supporting a representative generator generally 120 and accompanying turbine blade assembly generally 122.
  • generator 120 and turbine blade assembly 122 form no particular aspects of the present subject matter, wherefore further additional detailed discussion of such devices is not required for a complete understanding of the present subject matter.
  • Concrete base support 100 corresponds to a number or plurality of sections, all of which are made of concrete in various forms, so as to provide particular capabilities as required for desired support of generator 120 and turbine blade assembly 122.
  • concrete base support 100 corresponds to a leg section comprising, in an exemplary configuration, such as eight legs representatively illustrated by leg 114.
  • leg 114 rests on an individual foundation block generally 116, as is described more fully hereinbelow with reference to present Figure 4.
  • each such leg generally 114 is preferably inserted into one of a corresponding number of mating holes 117 in a platform 112.
  • platform 112 may be constructed of reinforced concrete, may be circular in shape, may have a diameter of twenty six feet and may be four feet thick.
  • Each leg 114 may measure four feet by four feet and have eight inch thick walls.
  • Portions 102, 104, 106, and 108 of concrete base support 100 preferably vary in size as illustrated in and represented by Figure 1 , and also preferably are constructed with varying concrete compositions.
  • Portion 102 of concrete base support 100 corresponds to a number of stacked reinforced prestressed concrete cylinders representatively illustrated as cylinders 132, 134, 146.
  • Each cylinder 132, 134, 136 may also include reinforcing bars (rebars), for example, common steel bar, as is commonly used in reinforced concrete.
  • each of the concrete cylinders 132, 134, 136 in section 102 of concrete base support generally 100 preferably is substantially the same size and similarly constructed of reinforced prestressed concrete.
  • Each of such cylinders also is preferably constructed for mating assembly such that the top of one cylinder is shaped to mate with the bottom of the next, JLa, adjacent, cylinder.
  • each preferably is adhesively secured together using, for example, an epoxy or grout.
  • twenty cylinders may be stacked together to form section 102 of concrete base support 100 where each cylinder 132, 134, 136 may be six feet tall thereby producing a section 102 which is one hundred twenty feet tall.
  • a transition ring or cylinder 104 is placed on the top cylinder of portion 102. As may be seen from the representations of present Figure 1 , such transition cylinder 104 preferably varies in diameter from a diameter corresponding to the diameter of section 102 to a smaller diameter matching the diameter of the cylinders forming section 106.
  • transition cylinder 104 may have a midpoint diameter of thirteen feet and have an eighteen inch thick wall.
  • Transition cylinder 104 as well as each of the cylinders in portion 106 of concrete base support 100 representatively illustrated as cylinders 142, 144, 146 are formed of ultra high performance fiber reinforced concrete.
  • the ultra high performance fiber reinforced concrete may employ steel fiber as the fiber component of the concrete.
  • other fibers comprise of other materials, now known or later developed, may be utilized.
  • each cylinder of section 106, representatively illustrated as cylinders 142, 144, 146, of concrete base support generally 100 is constructed from ultra high performance fiber reinforced concrete and may employ steel fiber for reinforcement.
  • seven cylinders each fifteen feet tall may be stacked to produce a section 106 which is one hundred five feet tall.
  • an additional cylinder 108 preferably is affixed to the top most cylinder of portion 106.
  • Top most cylinder 108 has a bottom portion configured to mate with the top cylinder of portion 106 and a top surface that provides a mounting surface for representative generator 120.
  • an anchoring ring to secure one end of a post tensioning cable assembly that extends per the present subject matter from such anchoring ring to a corresponding anchor at platform 112.
  • a cable 110 is passed through the hollow center of each of the stacked cylinders, secured at the anchor ring at the top of the string and at the anchor associated with platform 112 (Le 1 , at the bottom of the string) and tightened, thereby providing an internal vertical post tensioning system to assist in securing each of the respective cylinders.
  • FIG. 2 there is illustrated an enlarged portion of a lower section generally 200 of the concrete base support 100 illustrating a temporary support tower 210 and guy wires 224, 226 employed to support platform 212 (corresponding generally to platform 112 of Figure 1) during assembly of the concrete base support 100.
  • temporary tower 210 rests on its own foundation blocks, representatively illustrated as blocks 222 and 224, and which may be placed below grade along with tower leg support blocks, representatively 216.
  • guy wires 224, 226 may be secured to foundation blocks 216 and to the top of temporary tower 210 for added stability.
  • Lateral support structure 302 may be constructed of reinforced concrete or steel and may be secured to legs 314 in any suitable manner.
  • FIG 4 there is illustrated an exemplary foundation plan 400 for the concrete base support 100 in accordance with present technology.
  • eight foundation pads, representatively pads 402, 404, 406, 408 may be provided.
  • Each of the pads 402, 404, 406, 408 is coupled to a central pad 410 by way of tension tie members 412, 414, 416, 418.
  • Coupling pads 402, 404, 406 and 408 to central pad 410 enhances the stability of the foundation plan 400.
  • Leg engaging supports representatively illustrated as supports 422, 424, 426, 428 are associated with each foundation pad 402, 404, 406, 408.
  • pads 402, 404, 406, 408, 410 may each correspond to fifteen by fifteen foot concrete block each three feet thick.
  • Tensioning tie members 412, 414, 416, 418 may each correspond to eighteen inch by eighteen inch concrete sections.
  • Tensioning tie members 412, 414, 416, and 418 may also include a metallic tendon extending through the tensioning tie members 412, 414, 416, and 418 for further support.
  • FIG. 5 there is illustrated a cross-section view of the concrete base support legs 514 taken along section line 5-5 of Figure 1. Also visible are the eight foundation pads representatively illustrated as pads 502, 504, 506, 508.
  • FIGs 6 and 7 an exemplary embodiment of an alternative concrete base support features 610, such as for a windmill, in accordance with a further embodiments of the present technology and employing ribbed concrete panel construction is described.
  • a concrete base and tower structure generally 600 may be constructed by supporting pre-formed concrete blocks representatively illustrated as blocks 620 cast with integral ribs 704 (see Figure 7).
  • Elements 702 represent concentric elements of support which are achieved with such present exemplary embodiment.
  • a generally circular concrete foundation 622 replaces the plurality of concrete pads 402, 404, 406, 408, 502, 504, 506, 508 illustrated in the embodiment represented in Figures 4 and 5, and support a steel skeletal structure over which a plurality of blocks 620 are placed.
  • the exemplary base 610 thus formed supports a tower section composed of a plurality of generally circular sections 630, 632 stacked upon each other and all supported by base 610.
  • Concrete base support 800 provides a series of respective legs 814 (in this instance, eight such legs) each resting at one end thereof on a circular concrete foundation 816.
  • each of such exemplary eight legs 814 supports exemplary platform 812, which then in turn supports a representative tower section generally 820.
  • intermediate respective brace supports, generally 818 may be provided between respective legs 814, as illustrated. It should be appreciated that while eight legs are illustrated, such number of legs is an exemplary representation of the present embodiment, and such number of legs may vary as required based on particular needs related to tower support requirements. [00144] In addition to the eight legs 814 illustrated in Figure 8, additional legs centrally positioned with respect to the illustrated legs 814 may also be provided but are not illustrated in Figure 8, simply in order to avoid unnecessary clutter in the drawing.
  • FIG. 9 and 10 there is illustrated an exemplary representative platform 1110 configured so as to be supported by the previously illustrated legs 814 and 1014, and so as to support thereon precast concrete tubular tower sections representatively illustrated as section 1120.
  • Platform 1110 generally corresponds to a precast portion 1112 having a generally U-shaped cross section and including a number of precast column penetrations 1114 provided for insertion of legs 814, 1014.
  • precast platform 1110 may have, for example, an overall diameter of 26 feet, a height of 4 feet, and a central open aperture (unnumbered) of 8 feet.
  • Those of ordinary skill in the art will appreciate that such dimensions are exemplary dimensions only and may vary depending of particular tower support requirements of a given embodiment.
  • Platform 1110 when completed during assembly of the tower structure, also corresponds to a quantity of field poured concrete elements 1116, which fill the precast portion 1112, secure legs 814, 1014 in position, and function as a support for precast concrete tubular tower sections 1120.
  • a concrete base support and temporary tower construction may be seen that is similar, in many respects, to the previously described embodiment.
  • a concrete base 1316 including embedded therein a number of anchor elements 1318.
  • Concrete base 1316 may be poured in place and requires minimal or nor excavation.
  • concrete base 1316 may be sixty feet in diameter and may be provided as a shallow foundation extending just below the frost line, perhaps two to three feet in depth.
  • a second concrete base support 1330 may be rectangular and centrally positioned within an open space within the circular concrete base 1316.
  • Concrete base support 1330 is large enough to provide support for temporary tower 1310 which may be held in position by one or more guy wires 1324, 1326. It should be appreciated that while the present construction permits removal of tower 1310, such tower may, nevertheless, be retained for other purposes including providing support for conductive cables associated with the wind generator, for access to the central portion of the rower above transition piece 1412 or for other purposes not directly related to the tower construction.
  • FIG 14 there is seen an enlarge perspective view of the top portion of temporary tower 1410 illustrated in Figure 13 with a precast concrete transition piece 1412 placed thereon.
  • Transition piece 1412 may be raised into position using a crane or other suitable mechanisms and is placed on flat pads 1420, 1422, 1424 secured to the tops of vertical sections of tower 1410. Transition piece 1412 simple sits in place in is more securely positioned by placement of staves and other securing devices as will be explained more fully later.
  • Transition piece 1412 is constructed with as a multifaceted precast concrete construction to include a number of facets 1432, 1434, 1436, where the number of facets is equal to the number of staves to be positioned about the perimeter of the transition piece 1412. It should further be noticed that an elliptical aperture 1440 is provided through the central portion of transition piece 1412 and provides a passage way through transition piece 1412. Elliptical aperture 1440 provides for the removal of an elongated sealing plate as will be more fully described later.
  • FIG. 15 illustrates a top view taken from line 16-16 of Figure 15 showing a completed skirted base structure including concrete base 1616, plural pairs of staves 11620, 1622 positioned at top portions thereof in contact with facets of transition piece 1612. Also illustrated is elliptical aperture 1640 exposing portions of temporary tower 1610.
  • Figure 17 illustrates a top perspective view of the precast transition piece 1712 with all stays 1720, 1722 in place and banded around with a corrugated metal collar 1752.
  • corrugated metal collar 1752 may be replaced with a precast concrete collar 1752' as illustrated in Figure 34.
  • Elliptical aperture 1740 is also illustrated providing a passageway through transition piece 1712.
  • a number of additional feature of transition piece 1712 are more clearly illustrated in Figure 17 including a number of conduits 1762, 1764, 1766, 1768, the ends of which may be seen exposed on the ends of staves 1720, 1722.
  • Conduits 1762, 1764, 1766, 1768 extend, in certain embodiments, through the length of staves 1720, 1722.
  • conduits 1762, 1764, 1766, 1768 may extend only a certain way down the length of staves 1720, 1722 to then turn and join with other conduits to form a U-shaped conduit from the top portion the individual stave to emerge as separate legs of the U-shape in the same or, possibly adjacent stave.
  • the conduits provide a passage way for a metallic strand that may be threaded through the conduits to provide strengthened assembly of the various tower components.
  • the metallic strands may be extended through further conduits provided in further tower portions to further assist in securing the tower components together.
  • Metallic plate 1842 may be constructed of steel and has provided on the top portion thereof a number of standoffs 1844, 1846, 1848 that are provided as support for a lifting plate to be described later. It should be noticed that metallic plate 1842 is constructed to have a length and a width such that the width is narrower than the longer length of the elliptical aperture 1740 yet the width is wider than the narrower width of the elliptical aperture 1740.
  • FIG. 19 illustrates a view similar to that of Figure 18 and further illustrates a tower lifting plate 1902. Positioned around the perimeter of lifting plate 1902 are a number of pedestals 1904, 1906, 1908. Pedestals 1904, 1906, 1908 generally correspond to portions of an I-beam and include a flat top surface configured to interface with end edge of a steel cylindrical tower portion and to lift the steel cylindrical tower portion in place using air pressure as will be described more fully later. In conjunction with the object of lifting the steel cylindrical tower portion using air pressure, a sealing ring 1910 is provided around the outer perimeter of lifting plate 1902 that functions in combination with the inner surface of one or more precast concrete tower sections to provide a substantially air tight seal.
  • FIG. 20 there is illustrated a view similar to that of Figure 19 and further illustrating a first precast concrete tower section 2002 shown partially in phantom to better illustrate aspects of the internal construction.
  • conduits 2004, 2006, 2008 provided within the wail of the precast concrete tower section 2002.
  • Conduits 2004, 2006, 2008 are positioned to cooperate with conduits 1762, 1764, 1766, 1768 incorporated into staves 1720, 1722 ( Figure 17) and provide guides through which metallic threads may be passed to assist in securing the various tower components together.
  • precast concrete tower portion 2002 is sized to fit over lifting plate 1902 and is supported in place by a number of corbels or support blocks 1922, 1924 integrally incorporated into transition piece 1912 and radially extending from the perimeter thereof, as best seen in Figure 19.
  • FIG 21 there is illustrated a first precast concrete tower section 2102 sitting in place on top of transition piece 2112.
  • Coupling ducts 2130, 2132, 2134, 2136, 2138 are installed to couple ducts within the staves 2120, 2122 and precast concrete tower section 2102 to provide passageways for securing metallic strands.
  • FIG 22 it will be seen that following placement of coupling ducts 2130, 2132, 2134, 2136, 2138, the space enclosed by corrugated metal band 2152 ( Figure 21) is filled with concrete 2202 and surrounded by a number of circumferential clamps 2240, 2242, 2244, 2246 configured to place the poured concrete filled corrugated metal band 2152 in compression.
  • precast concrete cylindrical tower sections 2302, 2304, 2306 may be stacked one upon another to extend the height of the tower.
  • Each section may include conduits as previously illustrated as conduits 2004, 2006, 2008 in Figure 20 and shown in phantom in tower section 2306 of Figure 23.
  • precast concrete sections 2302, 2304, 2306 are illustrated in Figure 23, such number of sections is exemplary only. In practice the number of sections may generally vary from one to four depending on desire final height.
  • present disclosure is directed primarily to the provision of precast concrete tower sections, such is not a limitation of the present subject matter in that these sections may be constructed of other materials including steel.
  • Cylindrical steel section 2308 is positioned within the stacked concrete sections and lowered so as to contact the plural pedestals 1904, 1906, 1908 secured to the upper surface of lifting plate 1902 ( Figure 19).
  • Cylindrical steel section 2308 includes a ringed tooth engagement mechanism (not separately illustrated) on the lower portion of cylindrical steel section 2308 so that when cylindrical steel section 2308 is raised and later rotated the mechanism meshes with a locking tooth mechanism installed on the top portion of the top concrete tower section as will be explained more fully with reference to Figures 24 - 27.
  • an initial ring 2442 is precast into the top cylindrical precast concrete section 2406.
  • Ring 2442 includes a number of support teeth 2452, 2454, 2456, 2458 around the central portion thereof.
  • Toothed ring 2542 ( Figure 25), corresponding to toothed ring 2442 of Figure 24, as may be better observed in an exposed view, has provided thereon extending radially toward the center of ring 2544 a plurality of teeth 2552, 2554, 2556, 2558 corresponding to the teeth on toothed ring 2442 of Figure 24.
  • Figure 26 is then placed over toothed ring 2542.
  • spacer ring 2646 is narrow enough to leave exposed at least the tooth portions 2552, 2554, 2556, 2558 of ring 2544.
  • an additional ring 2748 is placed over spacer ring 2646.
  • the various rings may all be made of steel and the teeth associated with toothed ring 2542 may be machined to have a slight ramped surface so that the space provided between the surface of ring 2748 facing the plurality of teeth associated with ring 2544 provides frictional engagement of the corresponding teeth on the ringed tooth engagement mechanism secured to steel cylindrical tower section 2308 ( Figure 23).
  • FIG. 35 there is illustrated a cross sectional view of the assembled locking ring mechanism shown in portions in Figures 24-27.
  • the locking ring mechanism corresponds to a lower toothed ring 3542 which is precast into the upper portion of concrete tower portion 3502.
  • a number of corbels 3522 extend from the inner surface of the concrete tower portion 3502 to assist in supporting toothed ring 3542.
  • Spacer ring 3546 is positioned on top of toothed ring 3542.
  • An additional ring 3548 is placed over spacer ring 3546 and secured in place by a number of securing device represented by securing device 3556 which also secures the ends of metallic strands as previously noted.
  • Steel tower section 3508 has secured to the lower end thereof toothed ring 3544.
  • toothed ring 3544 may be secured to the lower portion of steel tower section 3508 by welds 3570, 3572.
  • An additional steel band 3574 may be provided for reinforcement of the joint.
  • a wind powered generator 2800 may be mounted to the top of cylindrical steel section 2808 and the combination raised to a final operating position by forcing compressed air into the space between the end of the lower most precast concrete tower section 2806 and the lifting plate 2802.
  • the normally required wind turbine blades associated with wind generator 2800 may be attached to the generator prior to raising the assembly. Such turbine blades are not presently illustrated.
  • FIG. 29 there is illustrated a cross section segment of a locking ring mechanism prior to rotation into a locked position.
  • the locking mechanism corresponds to a plurality of teeth 2982, 2984, 2986 corresponding to teeth 2552, 2554, 2556, 2558 illustrated in Figure 25 and to a further plurality of teeth 2972, 2974, 2976 associated with the previously mentioned ringed tooth engagement mechanism associated with steel cylindrical tower section 2808.
  • steel cylindrical tower section 2808 is raised by application of air pressure as previously noted, the steel cylindrical tower section 2802 is rotated to align teeth 2982, 2984 to pass between teeth 2972, 2974, 2976.
  • FIG. 30 illustrates a condition where metallic plate 1842 and lifting plate 1902 have been removed while Figure 31 illustrates the assembled tower in its fully extended position.
  • FIG. 32 there is illustrated a cross section of a portion of a precast concrete base 3216 including ballast fill 3220, 3222 and stave anchoring features 3230 in accordance with certain exemplary embodiments of the present technology.
  • a feature of the present subject matter resides in the ability of the base support to be provided with minimal excavation requirements. As such, relatively shallow foundations placed just below the frost line for the particular tower location. Generally this will be two to three feet deep. This feature of being able to provide a poured I place circular strip footing as illustrated in Figure 13 may be extended to a precast concrete sectionalized base as illustrated in Figure 32.
  • base 3216 is provided with a flat lower portion 3240 and includes a radially outward outer upstanding wall 3242 and includes integral formed stave portions 3242.
  • Integral stave portions 3242 include anchoring features 3230 corresponding to the metallic strand receiving conduits previously discussed with respect to Figure 17 and conduits 1762, 1764, 1766, 1768.
  • a plurality of sections corresponding to base 3216 may be placed in a circular trench containing compacted material 3250 which, in an exemplary configuration, may be one to six feet thick. Each of the plurality of sections may be secured together by metallic threads threaded through integral conduits 3262, 3264 and the entire assembly may be provided with additional ballast 3220, 3222 in the form of, for example, a stone fill.
  • Figure 33 illustrates an alternate configuration of the precast base structure that is identical in every way to that of figure 32 except that upstanding wall section 3242 has been replaced with a separated corrugated metal structure 3342 and a series of post tensioning bands 3352 which function to retain ballast.
  • Figure 36 there is illustrated the optional use of temporary lateral bracing during erection of the steel tower portion.
  • a plurality of steel braces 3682, 3684, 3686 may be temporarily, or even permanently, secured to ring 3648 atop concrete tower portion 3602 to function as bracing for steel tower portion 3608 during the erection process.
  • Steel braces 3682, 3684, 3686 may be left in place to provide bracing during lowering of steel tower portion 3608 in a manner similar to the choice of leaving in place lifting plate 1902 (Figure 19) and metallic plate 1842 (Figure 18). Atop each steel brace 3682, 3684, 3686 may be provide a mechanism generally illustrated as a roller assembly 3692, 3694 but which may correspond to other mechanisms that more easily provide support for movement in both vertical and horizontal directions to accommodate rotation of steel tower portion 3608 to the final tooth locking position. Further, unillustrated spring loading mechanisms may be provided in association with each of the steel braces 3682, 3684, 3686 to insure supportive contact to the steel tower section 3608.
  • FIG. 37 there is illustrated a multi-stage tower base generally 3700 designed to provide support, for example, for larger capacity turbines positioned at heights higher than single stage tower supports.
  • a top portion generally 3702 of multi-stage tower base 3700 is constructed in a manner similar to that shown and described in conjunction with Figures 15 and 16.
  • a number of pairs of staves 3720, 3722 are positioned with a wider base portion 3740 resting on concrete base 3716 and a narrower top portion 3742 simply leaning against a correspondingly sized facet 3736 of transition piece 3712.
  • a completed top portion 3702 of skirted tower base 3700 includes concrete base 3716 and plural pairs of staves similar to staves 3720, 3722 positioned with top portions thereof in contact with other facets of transition piece 3712 and bottom portions resting on concrete base 3716.
  • concrete base portion 3716 may be either pre-cast or cast in place.
  • a lower portion generally 3704 of multi-stage tower base 3700 is similar to the top portion 3702 and supports concrete base 3716 by way of plural pairs of staves exemplarily illustrated as staves 3744, 3746.
  • a central supporting tower 3710 rests on concrete support 3752 and extends from concrete support 3752, through a central opening 3718 in concrete base 3716, and upward to support transition piece 3712.
  • central tower 3710 may correspond to a temporary or permanent structure.
  • the upper portion 3702 of tower base 3700 may incorporate about six pairs or twelve staves while lower portion 3704 may incorporate nine or ten pairs or eighteen to twenty staves.
  • different numbers of staves may be incorporated in both the upper and lower portions of tower base 3700 depending on construction requirements for a particular embodiment, or depending on particular design criteria for given customers.
  • Figure 38 there is illustrated an exemplary implementation of "U" shaped tendons to provide multiple joint crossing and enhanced stave retention.
  • the illustrated tower section corresponds to a number of staves 3822, 3824, 3826 configured to support a concrete ring generally 3828, which staves are secured together at least in part by a number of individual tendons 3810, 3812, 3814, 3816.
  • the assembly is designed to support a cylindrical steel tube section 3802 with the assistance of tube support structure 3804.
  • An upper portion of steel tube 3802 (not shown) may be configured as well understood by those of ordinary skill in the art to support a wind turbine.
  • Staves 3822, 3824, 3826 abut each other at joints 3832, 3834, and are held in place by tendons 3810, 3812, 3814, 3816.
  • tendons 3810, 3812, 3814, 3816 are configured to pass through tubes cast into concrete ring 3828 and each of the staves 3810, 3812, 3814, 3816 as "U" shaped formations crossing adjacent staves at multiple locations generally designated along lines X, Y, and Z.
  • An exemplary tendon 3842 is secured at the top of concrete ring 3828 and passes through tubes embedded in concrete ring 3828. Such exemplary tendon 3842 then passes through similar tubes embedded in stave 3822 until it reaches a point 3844 where the tendon is divided into a first portion that loops around to point 3854 and exits at point 3852 again at the top of concrete ring 3828. A second portion of tendon 3842 continues on to point 3846 where it again is split, with one portion going to point 3856 and a second portion going on to point 3848.
  • the tendon portion advancing to point 3848 passes through tubes embedded in both staves 3822 and 3824, and then joins up with the remaining portions, including those that pass through tubes in both staves 3822 and 3824 between points 3846 to 3856 and 3844 to 3854. Similar separating and rejoining of the several other tendons occurs with all of the individual staves. [00174] In accordance with present technology, such separating of the individual tendons into multiple portions provides for enhanced coupling of the staves at multiple points along joints 3832, 3824.
  • FIG. 39 there is illustrated an alternative exemplary support tower generally 3910 employed to support the upper portions of an erected tower.
  • the support tower 3910 may be used in place of the temporary support tower 210 illustrated in Figure 2.
  • Support tower 3910 may be constructed of concrete or any other materials, including steel.
  • support tower 3910 comprises a concrete column having a cruciform cross-section that includes legs 3912, 3914, 3916, and 3918.
  • the cross-section of the column support tower 3910 may have any shape suitable for providing supplemental support to the erected tower.
  • the column support tower 3910 may have a hollow cylindrical cross-section.
  • the column support tower 3910 may be retained after construction of the tower is completed to facilitate access to the upper portions of the erected tower and to serve as a supplemental support structure for the erected tower and other items requiring physical support.
  • An exemplary access ladder 3920 is attached to the column support tower 3910 by mounting brackets 3922.
  • Guy wires and/or compression braces may be secured to the legs 3912, 3914, 3916, and 3918 of the support tower 3910 for added stability.

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  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Mechanical Engineering (AREA)
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Abstract

L’invention concerne un appareil et un procédé correspondant pour réaliser un support de base, incluant par exemple du béton et utilisé par exemple pour un générateur éolien. Des cylindres en béton préfabriqués sont empilés en place sur une plate-forme qui peut être partiellement préfabriquée et partiellement coulée sur place pendant l’assemblage et, dans certains modes de réalisation, supportée par une pluralité de jambes en béton dont les autres extrémités sont supportées sur une fondation en béton monobloc ou divisée. Dans d’autres modes de réalisation, la plate-forme peut être supportée par des panneaux en béton nervurés. Les cylindres en béton sont collés ensemble en utilisant de l’époxy et ensuite bloqués par un système de tension à mât vertical interne qui s’étend depuis la plate-forme jusqu’au cylindre le plus haut. Différents types de bétons sont utilisés entre les sections supérieures et inférieures des cylindres empilés. La section inférieure emploie du béton armé alors que la section supérieure utilise du béton armé de fibres à très haute performance.
EP09763687.2A 2008-06-13 2009-06-12 Support de base pour generateurs d'energie eoliens Not-in-force EP2310576B1 (fr)

Priority Applications (1)

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EP17157994.9A EP3196364A1 (fr) 2008-06-13 2009-06-12 Support de base pour générateurs d'éoliennes

Applications Claiming Priority (8)

Application Number Priority Date Filing Date Title
US6117308P 2008-06-13 2008-06-13
US11335408P 2008-11-11 2008-11-11
US14346009P 2009-01-09 2009-01-09
US17196509P 2009-04-23 2009-04-23
US17470009P 2009-05-01 2009-05-01
US12/482,621 US8458970B2 (en) 2008-06-13 2009-06-11 Base support for wind-driven power generators
US12/482,634 US8322093B2 (en) 2008-06-13 2009-06-11 Base support for wind-driven power generators
PCT/US2009/047135 WO2009152399A2 (fr) 2008-06-13 2009-06-12 Support de base pour générateurs d'énergie éoliens

Related Child Applications (1)

Application Number Title Priority Date Filing Date
EP17157994.9A Division EP3196364A1 (fr) 2008-06-13 2009-06-12 Support de base pour générateurs d'éoliennes

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EP2310576A2 true EP2310576A2 (fr) 2011-04-20
EP2310576A4 EP2310576A4 (fr) 2015-04-01
EP2310576B1 EP2310576B1 (fr) 2017-03-22

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EP09763687.2A Not-in-force EP2310576B1 (fr) 2008-06-13 2009-06-12 Support de base pour generateurs d'energie eoliens

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EP (2) EP3196364A1 (fr)
CN (1) CN102084069A (fr)
CA (1) CA2727720C (fr)
ES (1) ES2629343T3 (fr)
MX (1) MX2010013534A (fr)
PL (1) PL2310576T3 (fr)
WO (2) WO2009152400A1 (fr)

Families Citing this family (90)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US7944075B2 (en) * 2007-03-07 2011-05-17 Daniel Boone Wind turbine based energy storage system and method using heavy weighted devices
US8164210B2 (en) * 2007-03-07 2012-04-24 Boone Daniel N Vertical axis wind turbine with angled braces
WO2009048955A1 (fr) * 2007-10-09 2009-04-16 Willis Jeffrey O Structure de tour et procédé d'assemblage
US8322093B2 (en) * 2008-06-13 2012-12-04 Tindall Corporation Base support for wind-driven power generators
US20100024311A1 (en) * 2008-07-30 2010-02-04 Dustin Jon Wambeke Wind turbine assembly with tower mount
FR2948153B1 (fr) * 2009-07-15 2011-12-30 Saipem Sa Eolienne maritime a pylone ajuste verticalement par calage
DE102009041982A1 (de) * 2009-09-17 2011-04-14 Schuler Pressen Gmbh & Co. Kg Verfahren zur Leitungsmontage im Turm einer Windkraftanlage
DK2330263T3 (en) 2009-12-01 2016-06-06 Siemens Ag concrete Tower
WO2011083355A1 (fr) * 2010-01-05 2011-07-14 Muhammad Yaqub Procédé permettant d'ériger une tour pour un générateur éolien
ES2399863B1 (es) * 2010-03-08 2014-02-11 Acciona Windpower S.A. Torre de aerogenerador y procedimiento de montaje de la misma
US8807982B2 (en) 2010-04-05 2014-08-19 Tindall Corporation Expandable molding insert apparatus and method
US8511021B2 (en) * 2010-04-16 2013-08-20 Crux Subsurface, Inc. Structural cap with composite sleeves
US20110133475A1 (en) * 2010-04-23 2011-06-09 Danian Zheng Support tower for use with a wind turbine and system for designing support tower
CN102278289A (zh) * 2010-06-08 2011-12-14 王怀忠 可升降式风力发电机塔架的安装方法
US20110138704A1 (en) * 2010-06-30 2011-06-16 General Electric Company Tower with tensioning cables
DE102010047773B4 (de) * 2010-10-08 2012-08-09 Timber Tower Gmbh Fundament für eine Windkraftanlage
US7993107B2 (en) * 2010-10-25 2011-08-09 General Electric Company Onshore wind turbine with tower support system
WO2012061710A2 (fr) * 2010-11-04 2012-05-10 University Of Maine System Board Of Trustees Système plateforme et tour de turbine éolienne composite hybride flottante
US20120260590A1 (en) 2011-04-12 2012-10-18 Lambert Walter L Parallel Wire Cable
US8474219B2 (en) 2011-07-13 2013-07-02 Ultimate Strength Cable, LLC Stay cable for structures
US8245458B2 (en) * 2011-05-17 2012-08-21 General Electric Company Wind turbine with tower support system and associated method of construction
US8881485B2 (en) * 2011-05-23 2014-11-11 Iowa State University Research Foundation, Inc. Wind turbine tower system
DE102011107804A1 (de) * 2011-07-17 2013-01-17 Philipp Wagner Bauprinzip für Turmkonstruktion für Windenergieanlagen
CN103890387B (zh) * 2011-08-30 2016-09-21 菱重维斯塔斯海上风力有限公司 用于风轮机塔架的过渡结构
MX358690B (es) 2011-09-16 2018-08-31 Goss Construction Inc Sistemas de formación de concreto y métodos.
ITGE20110108A1 (it) * 2011-09-29 2013-03-30 Casamonti Tommaso " piattaforma galleggiante di supporto per aerogeneratori "
US8584429B2 (en) 2011-09-30 2013-11-19 Tindall Corporation Tower erection system and method
US9567981B2 (en) 2011-09-30 2017-02-14 Siemens Aktiengesellschaft Wind turbine tower and method of production thereof
EP2574705B1 (fr) 2011-09-30 2015-08-26 Siemens Aktiengesellschaft Tour d'éolienne
WO2013074007A1 (fr) * 2011-11-18 2013-05-23 Telefonaktiebolaget L M Ericsson (Publ) Procédé et agencements ayant trait à une fondation pour mât d'antenne de système de communication sans fil
US20130212963A1 (en) * 2012-02-21 2013-08-22 Fabcon, Inc. Wind Turbine Tower
US9771700B2 (en) * 2012-03-24 2017-09-26 Owlc Holdings Ltd. Structures for offshore installations
US20150167645A1 (en) * 2012-04-04 2015-06-18 Forida Development A/S Wind turbine comprising a tower part of an ultra-high performance fiber reinforced composite
US20130283722A1 (en) * 2012-04-30 2013-10-31 Clipper Windpower, LLC. Transition Structure Between Adjacent Tower Structures
DE102012106772A1 (de) * 2012-07-25 2014-01-30 Thyssenkrupp Steel Europe Ag Modularer Turm einer Windkraftanlage
DE102012014828A1 (de) * 2012-07-27 2014-01-30 Repower Systems Se Aufgelöste Tragwerksstruktur für eine Windenergieanlage sowie Verfahren zur Herstellung einer aufgelösten Tragwerksstruktur für eine Windenergieanlage
CA2880788C (fr) * 2012-08-03 2020-03-24 James D. Lockwood Tour d'eolienne segmentee post-contrainte en beton prefabrique
GB201214381D0 (en) * 2012-08-13 2012-09-26 Offshore Design Engineering Ltd Plated tower transition piece
WO2014033332A1 (fr) * 2012-09-03 2014-03-06 Philipp Wagner Tour éolienne et procédé de stabilisation d'une tour éolienne
FI20125978A (fi) * 2012-09-21 2014-03-22 Eurostal Oy Hybriditornirakenne ja menetelmä sen rakentamiseksi
ES2438626B1 (es) 2012-10-01 2014-09-10 Gestamp Hybrid Towers, S.L. Estructura de soporte para aerogeneradores y molde para obtener tales estructuras
DE102012109860A1 (de) * 2012-10-16 2014-04-17 Max Bögl Wind AG Versorgungsgerüst für einen Turm,Turm mit einem Versorgungsgerüst sowie Verfahren zum Errichten eines Versorgungsgerüsts im Inneren eines Turms
WO2014067001A1 (fr) 2012-11-01 2014-05-08 Marmen Inc. Ensemble de tour d'éolienne
US9689175B2 (en) 2013-02-05 2017-06-27 Tindall Corporation Tower assembly and method for assembling tower structure
US9745770B2 (en) * 2013-02-05 2017-08-29 Tindall Corporation Cruciform tower
US20150052841A1 (en) * 2013-02-05 2015-02-26 Tindall Corporation Structure including non-structural joint
US9032674B2 (en) * 2013-03-05 2015-05-19 Siemens Aktiengesellschaft Wind turbine tower arrangement
ES2493722B1 (es) * 2013-03-12 2015-07-20 Iconkrete 2012, S.L. Procedimiento de ejecución de un aerogenerador para repotenciar un parque eólico existente y aerogenerador obtenido
WO2014160951A1 (fr) 2013-03-29 2014-10-02 Tindall Corporation Composant de noyau et ensemble tour pour une structure de tour
DE102013213976A1 (de) * 2013-07-17 2015-01-22 Wobben Properties Gmbh Verfahren zum Herstellen eines Fertigbetonteil-Segmentes eines Windenergieanlagen-Turmes
MX2016002256A (es) * 2013-08-22 2016-09-07 Tindall Corp Torre cruciforme.
EP2846040B1 (fr) * 2013-09-06 2018-03-21 youWINenergy GmbH Ensemble de tour pour installation de turbine éolienne
EP2857615A1 (fr) * 2013-10-03 2015-04-08 Francisco Jose Saenz Saenz Procédé de montage et dispositif de montage d'une tour en béton formée de pièces préfabriquées
JP2017500460A (ja) * 2013-10-21 2017-01-05 シーメンス アクティエンゲゼルシャフト 機械テーブル基礎
BR112015004151B1 (pt) * 2013-10-29 2017-07-04 Emmanuel De Abreu Paulo Hybrid foundation for towers
DE102013225128A1 (de) * 2013-12-06 2015-06-11 Wobben Properties Gmbh Windenergieanlage und Windenergieanlagen-Turm
ES2538734B1 (es) * 2013-12-20 2016-05-10 Acciona Windpower, S.A. Procedimiento de montaje de torres de hormigón de sección troncocónica y torre de hormigón montada con dicho procedimiento
ES2545038B1 (es) * 2014-03-07 2016-04-26 Inneo Torres, S.L. Sistema constructivo para torres eólicas
EP2942453A1 (fr) 2014-05-05 2015-11-11 Siemens Aktiengesellschaft Tour éolienne et son procédé de production
EP3165680A4 (fr) * 2014-07-03 2018-04-11 GRI Renewable Industries, S.L. Procédé d'exécution d'un aérogénérateur pour augmenter la puissance un parc éolien existant et aérogénérateur obtenu
US10138648B2 (en) 2015-01-09 2018-11-27 Tindall Corporation Tower and method for assembling tower
ES2580332B1 (es) * 2015-01-22 2017-06-23 Ingecid Investigación Y Desarrollo De Proyectos, S.L. Torre de hormigón
DE202015103351U1 (de) * 2015-02-06 2015-07-08 Maritime Offshore Group Gmbh Offshore-Gründungsstruktur mit Gangway und verbessertem Boatlanding
US9499954B2 (en) 2015-02-10 2016-11-22 Ambor Structures, Inc. Tower support structure
DE102015003982A1 (de) * 2015-03-26 2016-09-29 Liebherr-Werk Biberach Gmbh Kranturm
CN104929148B (zh) * 2015-07-06 2017-01-04 同济大学建筑设计研究院(集团)有限公司 风力发电塔基础环基础的倒装加固系统及其加固方法
EP3322858A4 (fr) 2015-07-15 2019-01-09 Rute Foundation Systems, Inc. Fondation d'ancrage de poutrelle et de pieu pour tours
ES2611327B1 (es) * 2015-11-03 2018-02-13 GRI Renewable Industries, S.L. Estructura para torre eólica
NO340946B1 (en) * 2015-12-08 2017-07-24 Joern Haugvaldstad Entpr As A platform arrangement for offshore energy exploitation
ES2662926B1 (es) * 2016-10-06 2019-01-16 Deltacore Estudios Y Proyectos S L Pedestal de torre eolica
EP3545149A4 (fr) * 2016-11-23 2020-11-11 Tindall Corporation Procédé et appareil de construction de structure en béton dans des étages
CN106759435A (zh) * 2016-12-11 2017-05-31 广西大学 一种山地风力发电机基础的钢结构基础环
US11668065B2 (en) * 2016-12-15 2023-06-06 Ventower Industries Method and apparatus for manufacturing marine foundation
CN114320763A (zh) * 2017-01-10 2022-04-12 吉斯通塔系统公司 风力涡轮机塔架附接
US20180328343A1 (en) * 2017-05-10 2018-11-15 General Electric Company Tower Assembly for a Wind Turbine
EP3569796A1 (fr) * 2018-05-15 2019-11-20 youWINenergy GmbH Ensemble de tour pour une installation de turbine éolienne et son procédé de fabrication
DE102018114421A1 (de) * 2018-06-15 2019-12-19 Liebherr-Werk Biberach Gmbh Turmdrehkran mit Turmaufbau aus mehreren Turmstücken
WO2020068117A1 (fr) 2018-09-28 2020-04-02 General Electric Company Structure de tour d'éolienne en métal concentrique et à base de ciment et son procédé de fabrication
US10851763B2 (en) 2018-10-04 2020-12-01 Tetra Tech, Inc. Wind turbine foundation and method of constructing a wind turbine foundation
EP3690241A1 (fr) * 2019-01-31 2020-08-05 Siemens Gamesa Renewable Energy A/S Procédé de fabrication d'une éolienne et éolienne
CN110397068B (zh) * 2019-06-28 2024-03-08 天津大学 一种多筒钢混组合基础结构及其施工方法
CN111469253A (zh) * 2020-04-09 2020-07-31 中铁十四局集团第一工程发展有限公司 一种装配式多功能钢结构箱梁台座
US11643836B2 (en) 2021-01-21 2023-05-09 Mark A. Danaczko Monolithic towers having support structures, and method of designing and assembling the same
CN113374646B (zh) * 2021-06-16 2022-05-10 重庆大学 一种轻钢混凝土预应力组合式风电塔筒段及其风电塔
CN113982025A (zh) * 2021-10-13 2022-01-28 中国能源建设集团广东省电力设计研究院有限公司 一种海上风机的导管架基础结构及其施工方法
CN114352108B (zh) * 2021-12-10 2024-05-10 苏州嘉盛万城建筑工业有限公司 一种装配式预制旗台的制备方法
CN114313127B (zh) * 2022-01-13 2024-03-26 东北石油大学 装配式frp混凝土组合牵索塔式减震平台群及其施工方法
NO20220974A1 (en) * 2022-09-13 2024-03-14 Odfjell Oceanwind As Support member for a rotor and nacelle assembly
CN115821970A (zh) * 2022-11-30 2023-03-21 青岛理工大学 一种用于陆地风电机组地基的组合式基础
CN117514627B (zh) * 2024-01-05 2024-03-12 山西寰安建设工程有限公司 一种风力发电装置的安装座及其安装方法

Family Cites Families (185)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US617228A (en) * 1899-01-03 Water-tower
US533819A (en) * 1895-02-05 Drawing-instrument
US1194305A (en) * 1916-08-08 Osmeett block fok six
US154393A (en) * 1874-08-25 Improvement in composite columns
US684708A (en) * 1901-08-19 1901-10-15 Fountain T Mcfall Cistern.
US890373A (en) * 1907-10-09 1908-06-09 Robert S Orr Pole.
US947177A (en) * 1908-07-31 1910-01-18 Rafael Guastavino Masonry structure.
US978201A (en) * 1909-12-27 1910-12-13 Frank H T Potter Foundation for signal-poles and the like.
US1069328A (en) * 1911-07-13 1913-08-05 John A Griffin Sectional reinforced-concrete pole.
US1031050A (en) * 1911-11-09 1912-07-02 Unit Construction Co Concrete reservoir.
US1050130A (en) 1912-05-03 1913-01-14 George C Harvey Concrete structure.
US1264063A (en) * 1916-01-28 1918-04-23 Mors Electricite Pneumatic telescopic mast and its applications.
US1425860A (en) * 1919-10-02 1922-08-15 Allen D W Johnson Silo roof
US1497141A (en) * 1921-02-16 1924-06-10 Forrest S Hart Building stave
US1545456A (en) * 1921-07-19 1925-07-07 Union Metal Mfg Co Reenforced-metal tube
FR544863A (fr) 1921-09-21 1922-10-02 Système de dalles à nervures, assemblées parallèlement et supprimant tout coffrage dans les constructions en béton armé à parois polygonales ou circulaires
US1567301A (en) * 1924-12-16 1925-12-29 Alfred C Ross Sectional concrete pole
US1647925A (en) 1925-04-25 1927-11-01 May John Walter Anchor footing for steel towers
US1622431A (en) * 1925-10-19 1927-03-29 Safety Concrete Incinerator Co Air-cooled incinerator
US1906923A (en) * 1930-04-26 1933-05-02 John E Allen Incinerator
DE613696C (de) * 1931-06-13 1935-05-27 Hermann Walter Stossverbindung fuer teleskopartig ineinandergesetzte rohrfoermige Teile eines abgesetzten Eisenbetonhohlmastes
US2032030A (en) * 1935-01-10 1936-02-25 Charles G W Talen Building construction
US2145232A (en) 1937-06-24 1939-01-31 Missouri Rolling Mill Corp Steel tower member
FR853021A (fr) * 1938-10-29 1940-03-08 Parisienne Pour L Ind Des Chem Nouveau système de base de poteaux béton armé
US2374624A (en) * 1942-02-24 1945-04-24 Ethel F Schwendt Precast foundation
US2483175A (en) * 1947-10-10 1949-09-27 Vacuum Concrete Inc Method of molding prestressed structures
US2524390A (en) * 1948-09-20 1950-10-03 Hudson Engineering Corp Fan ring
US2826800A (en) * 1954-11-08 1958-03-18 Raymond Concrete Pile Co Pre-stressing of concrete assemblies
US2858693A (en) * 1955-07-06 1958-11-04 Crescent Swimming Pools Inc Pre-cast sectional concrete structure
FR1145789A (fr) 1956-03-14 1957-10-29 Beton Acier Sa Tour ou cheminée de grande hauteur en éléments préfabriqués
US2958983A (en) 1956-07-23 1960-11-08 Vincent J Hoover Concrete storage structure
US2958918A (en) * 1956-08-01 1960-11-08 James C A Macmillan Mold and method for making a dome structure
US2966714A (en) 1956-11-15 1961-01-03 Mast Engineering Company Inc Apparatus for casting concrete
US3293345A (en) 1961-09-14 1966-12-20 Dynamit Nobel Ag Process for the ejection of molded plastic parts from hot molds
US3230911A (en) * 1962-02-01 1966-01-25 Jr Edward A Garlock Protective shelter
US3182948A (en) * 1962-08-02 1965-05-11 Lawrence Earnest Ralph Form for concrete slabs
US3171370A (en) * 1963-08-09 1965-03-02 Gen Refractories Co Refractory sprung arch
US3363795A (en) * 1965-12-06 1968-01-16 Pittsburgh Des Moines Steel Elevated storage tank
US3476847A (en) 1966-10-05 1969-11-04 Amsted Ind Inc Method for making ceramic articles
US3533819A (en) 1967-12-04 1970-10-13 Enercon Int Ltd Process for the treatment of fly ash and product
US3653168A (en) * 1970-05-11 1972-04-04 Elbert W Cook Trailer piers
GB1329403A (en) * 1970-10-27 1973-09-05 Rafel Ets Segmented building structure
US3659077A (en) 1971-01-15 1972-04-25 Wallace A Olson Apparatus for the curing of concrete
USRE27732E (en) * 1971-02-22 1973-08-14 Reinforcement of concrete structures
US3763608A (en) * 1971-04-12 1973-10-09 C Chamlee Prefabricated all weather dome-type shelter
AT320693B (de) * 1971-11-05 1975-02-25 Balcke Duerr Ag Kühlturm
DE2209978A1 (de) 1972-03-02 1973-09-06 Etang William H Matthey De L Grosskuehlturm
US3999337A (en) * 1972-04-03 1976-12-28 Tomassetti Jr Jerome Dome structures
US3793794A (en) * 1972-09-15 1974-02-26 Arlo Inc Stacked column
US4025021A (en) * 1976-02-17 1977-05-24 Stout Robert K Concrete form for casting-in-place a concrete structure
FR2352933A1 (fr) * 1976-05-26 1977-12-23 Demay Freres Ciment Arme Element de construction notamment pour tours, silos ou similaires
CH630047A5 (de) * 1976-08-07 1982-05-28 Bayer Franz Xaver Isolierglasf Verfahren und vorrichtung zur herstellung einer verbundglasscheibe sowie danach hergestellte verbundglasscheibe.
DE7629017U1 (de) * 1976-09-17 1977-04-07 Rupprecht, Walter, 6464 Linsengericht Teleskopantennenmast
US4166347A (en) * 1976-10-18 1979-09-04 Pohlman Joe C Composite structural member and method of constructing same
FR2371562A1 (fr) * 1976-11-22 1978-06-16 Demay Freres Ciment Arme Procede pour la construction de tours notamment de chateaux d'eau
ZA772448B (en) * 1977-04-22 1978-07-26 Struys F Improvements in or relating to the moulding of panels and the like
US4910940A (en) * 1977-08-29 1990-03-27 Grady Ii Clyde C Modular structural arrays
SU750032A1 (ru) * 1978-03-21 1980-07-23 Грузинский научно-исследовательский институт энергетики и гидротехнических сооружений Сборна башенна конструкци
US4272929A (en) * 1979-08-23 1981-06-16 Hanson Bror H Tower and method of construction
US4244682A (en) * 1979-09-20 1981-01-13 Willingham John H Portable concrete molding apparatus
DE3007442C2 (de) * 1980-02-28 1983-02-10 Messerschmitt-Bölkow-Blohm GmbH, 8000 München Vorrichtung zum Verankern von freitragenden hohen, dynamisch beanspruchten Strukturen
US4488392A (en) * 1980-03-14 1984-12-18 Pearcey Dale A Underground house and construction method
US4403916A (en) * 1980-09-02 1983-09-13 Chicago Province Of The Society Of Jesus Wind turbines
US5038540A (en) 1981-11-20 1991-08-13 Krautz Alfons O Sectional smokestack
US4479334A (en) * 1981-12-17 1984-10-30 Goode John T Liner for tower silo and method of installing same
US4594824A (en) * 1982-03-29 1986-06-17 Over-Lowe Company, Inc. Telescoping tower for floodlighting equipment and the like
US4555888A (en) 1982-12-06 1985-12-03 Joseph Goldenberg Preformed, reinforced structural panels and method of making same
US4525616A (en) * 1984-01-03 1985-06-25 Evans Pipeline Equipment Company Internal pipe welding apparatus
US4655013A (en) * 1985-01-30 1987-04-07 Ritland Norman A Prefabricated modular building and method of assembly
US4799307A (en) 1986-05-30 1989-01-24 Tech Research, Inc. Anchor apparatus for a tendon in prestressed concrete slab
US4663900A (en) * 1985-12-16 1987-05-12 Singer Products Corporation Locking mast and stop ring assembly
US4708621A (en) 1985-12-27 1987-11-24 Hawkeye Concrete Products Co. Concrete pipe making machine
GB8601413D0 (en) * 1986-01-21 1986-02-26 Vidal H Moulding process
US5749198A (en) * 1986-04-07 1998-05-12 Ebert Composites Corporation Tapered composite elevated support structure
US4808621A (en) * 1986-07-07 1989-02-28 Warner-Lambert Company Trans-6-[2-(N-heteroaryl-3,5-disubstituted)pyrazol-4-yl)-ethyl]- or ethenyl]tetrahydro-4-hydroxypyran-2-one inhibitors of cholesterol biosynthesis
DE3824394C2 (de) 1988-07-19 1995-05-04 Dyckerhoff & Widmann Ag Verfahren zum Einbau eines Bündelspannglieds großer Länge für Spannbeton mit nachträglichem Verbund
DE3842026A1 (de) 1988-10-15 1990-07-19 Dietrich F W Schiffer Turm in hochstabiler, weitgehendst schwingungsfreier konstruktion u. a. fuer windkraftanlagen aus gfk oder kfk laminar- oder sandwichbauweise fuer schwerste belastungen in grossen hoehen
DE4023465A1 (de) 1990-07-24 1992-02-06 Andrae Hans Peter Turmbauwerk
DE4100995A1 (de) 1991-01-15 1992-07-16 Alfons Otto Krautz Tragstruktur in stahlbetonfertigteilbauart fuer turmartige bauwerke und schornsteine sowie stahlbetonfertigteil fuer die tragstruktur
US5170599A (en) * 1991-03-26 1992-12-15 Dome Corporation Of America Dome building structure
DE4412635A1 (de) * 1994-04-13 1995-10-19 Putzmeister Maschf Fernsteueranordnung, insbesondere für Förder-, Spritz- und Verteilermaschinen für Beton und Mörtel
US5586417A (en) 1994-11-23 1996-12-24 Henderson; Allan P. Tensionless pier foundation
JP2969173B2 (ja) * 1995-10-13 1999-11-02 鹿島建設株式会社 場所打ちコンクリート杭の施工法
US5724775A (en) * 1996-01-29 1998-03-10 Alternate Realities Corporation Multi-pieced, portable projection dome and method of assembling the same
EP0819248B1 (fr) 1996-02-06 2007-04-04 Liebherr-Mischtechnik GmbH Capteur d'humidite
JP3074144B2 (ja) 1996-08-09 2000-08-07 日本碍子株式会社 円筒形セラミックス成形品の端部切り欠き装置および端部切り欠き方法
US5761875A (en) 1996-08-27 1998-06-09 Newmark International, Inc. Reinforced concrete pole with attachment mechanism
AUPO252396A0 (en) * 1996-09-23 1996-10-17 Hume Brothers Pty Ltd Rapid moulding of long concrete poles
US6136329A (en) * 1997-06-04 2000-10-24 Boratyn; Diane C. Compositions and methods relating to intra-lamellar gels from algae
US6170220B1 (en) * 1998-01-16 2001-01-09 James Daniel Moore, Jr. Insulated concrete form
WO1999043903A1 (fr) 1998-02-26 1999-09-02 Kanebo Limited Isolant thermique pour maisons et procede d'utilisation
WO1999047770A1 (fr) * 1998-03-19 1999-09-23 Fournier Paul W Structure de montage de poteau de ligne
US5916097A (en) * 1998-05-12 1999-06-29 Markuten; Richard Child's play shelter
DE19823650C2 (de) 1998-05-27 2001-05-23 Wilfried Arand Verfahren und Vorrichtung zum Herstellen von hohen, hohlen, turmartigen Bauwerken von bis zu zweihundert Metern Höhe und mehr, insbesondere von Türmen für Windkraftanlagen
DE19832921A1 (de) 1998-07-22 2000-02-10 Joachim Kretz Turmkonstruktion, insbesondere für Windkraftanlagen
US6705058B1 (en) * 1999-02-12 2004-03-16 Newmark International Inc. Multiple-part pole
US6176055B1 (en) * 1999-02-17 2001-01-23 Chen-Wei Fu Modular foundation system
JP2000283018A (ja) * 1999-03-30 2000-10-10 Fuji Heavy Ind Ltd 水平軸風車及び該水平軸風車の建設方法
US6658812B1 (en) * 1999-07-29 2003-12-09 Andrew David Tomlinson Domed construction
US6299336B1 (en) * 1999-08-26 2001-10-09 The Will-Burt Company Low profile lift mounting arrangement for telescoping mast
US6283269B1 (en) 1999-12-03 2001-09-04 Putzmeister, Inc. Vehicle-mounted extendable conveyor having variable angle infeed conveyor assembly
JP3785591B2 (ja) 2000-01-19 2006-06-14 株式会社竹中工務店 超高塔状タワー
IL134724A0 (en) 2000-02-24 2001-04-30 Giltek Telecomm Ltd Foundation for a tower and a method for its deployment on site
US6859768B1 (en) * 2000-03-03 2005-02-22 The Beck Technology Computer-implemented automated building design and modeling and project cost estimation and scheduling system
AU3935701A (en) * 2000-03-07 2001-09-17 Emmanuel Livadiotti Radio broadcasting device and relay tower therefor
US6318034B1 (en) 2000-03-08 2001-11-20 Tindall Corporation Elevated storage tank
WO2001071184A1 (fr) * 2000-03-23 2001-09-27 Dewind Technik Gmbh Pylone pour eoliennes
US6505785B2 (en) * 2000-05-02 2003-01-14 Valmont Industries, Inc. Method and means for mounting a wind turbine on a tower
US20010038207A1 (en) * 2000-05-02 2001-11-08 Willis Jeffrey O. Method and means for mounting a wind turbine on a tower
US6888264B1 (en) * 2000-05-02 2005-05-03 Valmont Industries, Inc. Method and means for mounting a wind turbine on a tower
US6278198B1 (en) * 2000-05-02 2001-08-21 Valmont Industries, Inc. Method and means for mounting a wind turbine on a tower
EP1156175B1 (fr) 2000-05-15 2004-10-13 Rund-Stahl-Bau Gesellschaft M.B.H. Méthode de réalisation de plusieurs constructions similaires ayant une forme tronconique
DE10033845A1 (de) 2000-07-12 2002-01-24 Aloys Wobben Turm aus Spannbeton-Fertigteilen
GB0022702D0 (en) 2000-09-15 2000-11-01 Kvaerner Oil & Gas Ltd Offshore tower structure
DE10046546A1 (de) * 2000-09-19 2002-03-28 Putzmeister Ag Großmanipulator mit Schwingungsdämpfer
WO2002027105A1 (fr) 2000-09-27 2002-04-04 Allan P Henderson Fondation a lestage peripherique pour eoliennes et analogues
US6532700B1 (en) * 2000-11-09 2003-03-18 Beaird Industries, Inc. Flange with cut for wind tower
US6470645B1 (en) * 2000-11-09 2002-10-29 Beaird Industries, Inc. Method for making and erecting a wind tower
US6467233B1 (en) * 2000-11-09 2002-10-22 Beaird Industries, Inc Wind tower
US6782667B2 (en) * 2000-12-05 2004-08-31 Z-Tek, Llc Tilt-up and telescopic support tower for large structures
DE10110840A1 (de) 2001-01-30 2002-08-01 Putzmeister Ag Mobile Arbeitsmaschine mit begehbaren Pritschen
DE10116407A1 (de) * 2001-04-02 2002-10-17 Putzmeister Ag Vorrichtung zur Betätigung eines Knickmasts insbesondere für Betonpumpen
US6851231B2 (en) * 2001-06-27 2005-02-08 Maher K. Tadros Precast post-tensioned segmental pole system
US6837016B2 (en) 2001-08-30 2005-01-04 Simmons Robert J Moment-resistant building frame structure componentry and method
US6899489B2 (en) * 2001-12-12 2005-05-31 Fort Miller Co., Inc. Pre-fabricated warped pavement slab, forming and pavement systems, and methods for installing and making same
NL1019953C2 (nl) * 2002-02-12 2002-12-19 Mecal Applied Mechanics B V Geprefabriceerde toren of mast, alsmede een methode voor het samenvoegen en/of naspannen van segmenten die één constructie moeten vormen, alsmede een werkwijze voor het opbouwen van een toren of mast bestaande uit segmenten.
HUP0201136A2 (hu) * 2002-04-03 2004-04-28 Meir Silber Toronyszerkezet
ES2316768T3 (es) * 2002-05-28 2009-04-16 Iti Scotland Limited Metodo y grua para instalar, mantener y desmantelar turbinas de viento.
US7152384B1 (en) * 2002-09-10 2006-12-26 Mccarty Gerald Joseph Dome kit, structure and method
WO2004031578A1 (fr) * 2002-10-01 2004-04-15 General Electric Company Necessaire modulaire pour tour eolienne
EP1629160A1 (fr) 2003-05-02 2006-03-01 David W. Powell Structure et procede de construction prefabriquee
DE20309447U1 (de) 2003-06-18 2003-09-11 Wec Turmbau Gmbh Selbstverdichtender Beton (Conflex)
DE10339438C5 (de) 2003-08-25 2011-09-15 Repower Systems Ag Turm für eine Windenergieanlage
US6906684B2 (en) * 2003-10-30 2005-06-14 Deere & Company Controlling a telescopic antenna mast
US7197854B2 (en) * 2003-12-01 2007-04-03 D.S. Brown Co. Prestressed or post-tension composite structural system
EP1561883B1 (fr) * 2004-02-04 2007-10-10 Corus Staal BV Tour d'éolienne, partie de paroi métallique préfabriquée pour utiliser dans un tel tour, et procédé de construction d'un tel tour
US7464512B1 (en) 2004-03-10 2008-12-16 Perina Mark J Hollow structural member
NO320948B1 (no) * 2004-07-01 2006-02-20 Owec Tower As Anordning ved boymomentfattig stagforbindelse
ES1058539Y (es) * 2004-10-11 2005-04-01 Inneo21 S L Estructura perfeccionada de torre modular para turbinas eolicas y otras aplicaciones.
US7360340B2 (en) 2005-04-12 2008-04-22 Grundman Curtis M Means for securing the lower end of a wind turbine tower to a foundation
ES2246734B1 (es) * 2005-04-21 2007-04-16 STRUCTURAL CONCRETE & STEEL, S.L. Torre modular prefabricada.
US7735290B2 (en) 2005-10-13 2010-06-15 General Electric Company Wind turbine assembly tower
US7458186B2 (en) * 2006-01-04 2008-12-02 Carter Philip R Dome-shaped structure
US20070243063A1 (en) * 2006-03-17 2007-10-18 Schellstede Herman J Offshore wind turbine structures and methods therefor
US8051627B2 (en) 2006-04-30 2011-11-08 General Electric Company Tower adapter, method of producing a tower foundation and tower foundation
US7530780B2 (en) * 2006-05-22 2009-05-12 General Electric Company Method and apparatus for wind power foundation
US8104242B1 (en) * 2006-06-21 2012-01-31 Valmont Industries Inc. Concrete-filled metal pole with shear transfer connectors
EP2035699B1 (fr) * 2006-06-30 2018-08-08 Vestas Wind Systems A/S Tour d'éolienne et procédé pour modifier la fréquence propre d'une tour d'éolienne
ES2326010B2 (es) * 2006-08-16 2011-02-18 Inneo21, S.L. Estructura y procedimiento de montaje de torres de hormigon para turbinas eolicas.
DE202007003842U1 (de) 2007-03-15 2007-05-24 Mecal Applied Mechanics B.V. Mast für eine Windturbine
JP5096029B2 (ja) 2007-03-29 2012-12-12 株式会社ピーエス三菱 コンクリート製塔状構造物及びその製造方法
DE102007031065B4 (de) * 2007-06-28 2011-05-05 Nordex Energy Gmbh Windenergieanlagenturm
JP2009019550A (ja) * 2007-07-11 2009-01-29 Kurosawa Construction Co Ltd 風力発電装置
WO2009056898A1 (fr) * 2007-11-02 2009-05-07 Alejandro Cortina-Cordero Tour en béton postcontraint pour génératrices éoliennes
GB0716733D0 (en) * 2007-08-30 2007-10-10 Reactec Ltd Tower
WO2009048955A1 (fr) 2007-10-09 2009-04-16 Willis Jeffrey O Structure de tour et procédé d'assemblage
JP5345775B2 (ja) 2007-10-30 2013-11-20 京セラ株式会社 携帯電子機器
US8322093B2 (en) * 2008-06-13 2012-12-04 Tindall Corporation Base support for wind-driven power generators
JP5328910B2 (ja) * 2008-07-15 2013-10-30 シーメンス アクチエンゲゼルシヤフト タワーを組み立てる方法及びタワー
NO329946B2 (no) * 2008-08-14 2011-01-31 Olav Olsen As Dr Techn Fundament for en vindturbingenerator til havs samt fremgangsmåte for bygging og installasjon av fundamentet
US8555600B2 (en) * 2008-12-10 2013-10-15 Cortina Innovations, S.A. De C.V. Method for mounting in sections an annular tower for wind power generator, heliostatic power generator or chimney composed from three concrete segments or more
SE534051C2 (sv) * 2009-02-27 2011-04-12 Roger Ericsson Prefabricerat väggelement för tornkonstruktion, samt tornkonstruktion
CN102356206B (zh) * 2009-03-19 2014-07-30 瑞典爱立信有限公司 电信塔段
ES2378199B1 (es) * 2009-06-24 2013-06-05 Acciona Windpower S.A. Sistema de unión de una góndola con la torre de hormigón de un aerogenerador.
US20100132270A1 (en) * 2009-07-08 2010-06-03 General Electric Wind Energy & Energy Services Modular surface foundation for wind turbine space frame towers
US9768603B2 (en) * 2009-08-24 2017-09-19 Siemens Aktiengesellschaft Lightning protection system
DK2330263T3 (en) * 2009-12-01 2016-06-06 Siemens Ag concrete Tower
ES2590977T3 (es) * 2009-12-23 2016-11-24 Soletanche Freyssinet Torre con una columna de hormigón pretensada y método de construcción
US8302365B2 (en) 2010-02-25 2012-11-06 Gee Anthony F Partially self-erecting wind turbine tower
ES2399863B1 (es) * 2010-03-08 2014-02-11 Acciona Windpower S.A. Torre de aerogenerador y procedimiento de montaje de la misma
GB2480064A (en) * 2010-05-04 2011-11-09 Vestas Wind Sys As RAM panel arrangements for a wind turbine tower
DE102010020443A1 (de) * 2010-05-12 2011-11-17 Timber Tower Gmbh Turm für eine Windkraftanlage und Verfahren zum Errichten eines Turmes für eine Windkraftanlage
DE102010039796A1 (de) * 2010-06-14 2011-12-15 Max Bögl Bauunternehmung GmbH & Co. KG Turm mit einem Adapterstück sowie Verfahren zur Herstellung eines Turms mit einem Adapterstück
US20110138704A1 (en) 2010-06-30 2011-06-16 General Electric Company Tower with tensioning cables
US8307593B2 (en) * 2010-08-18 2012-11-13 General Electric Company Tower with adapter section
US20110239564A1 (en) * 2011-04-15 2011-10-06 General Electric Company Apparatus, Composite Section, and Method for On-Site Tower Formation
US20130212963A1 (en) * 2012-02-21 2013-08-22 Fabcon, Inc. Wind Turbine Tower
US20150167645A1 (en) * 2012-04-04 2015-06-18 Forida Development A/S Wind turbine comprising a tower part of an ultra-high performance fiber reinforced composite
WO2014033332A1 (fr) * 2012-09-03 2014-03-06 Philipp Wagner Tour éolienne et procédé de stabilisation d'une tour éolienne
ES2438626B1 (es) * 2012-10-01 2014-09-10 Gestamp Hybrid Towers, S.L. Estructura de soporte para aerogeneradores y molde para obtener tales estructuras
WO2014067001A1 (fr) * 2012-11-01 2014-05-08 Marmen Inc. Ensemble de tour d'éolienne
US9689175B2 (en) * 2013-02-05 2017-06-27 Tindall Corporation Tower assembly and method for assembling tower structure
DE102013105512A1 (de) * 2013-05-29 2014-12-04 Max Bögl Wind AG Betonfundament und Verfahren zur Herstellung eines Betonfundaments für einen Windkraftturm sowie Positioniervorrichtung zur Positionierung von Hüllrohren in einem Betonfundament
DE102013216343A1 (de) * 2013-08-19 2015-02-19 Wobben Properties Gmbh Windenergieanlagen-Fundament und Windenergieanlage
US10138648B2 (en) * 2015-01-09 2018-11-27 Tindall Corporation Tower and method for assembling tower

Non-Patent Citations (2)

* Cited by examiner, † Cited by third party
Title
No further relevant documents disclosed *
See also references of WO2009152399A2 *

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US20130042572A1 (en) 2013-02-21
US8734705B2 (en) 2014-05-27
MX2010013534A (es) 2011-04-04
US20120043680A1 (en) 2012-02-23
WO2009152400A1 (fr) 2009-12-17
EP3196364A1 (fr) 2017-07-26
US8322093B2 (en) 2012-12-04
US20160002945A1 (en) 2016-01-07
CA2727720C (fr) 2018-09-04
US8516774B2 (en) 2013-08-27
WO2009152399A2 (fr) 2009-12-17
CA2727720A1 (fr) 2009-12-17
US20130326979A1 (en) 2013-12-12
US20130269270A1 (en) 2013-10-17
US20090307998A1 (en) 2009-12-17
WO2009152399A3 (fr) 2011-03-17
US8782966B2 (en) 2014-07-22
EP2310576B1 (fr) 2017-03-22
US8458970B2 (en) 2013-06-11
ES2629343T3 (es) 2017-08-08
PL2310576T3 (pl) 2017-09-29
US20090308019A1 (en) 2009-12-17
EP2310576A4 (fr) 2015-04-01
US20090308006A1 (en) 2009-12-17
US20110278431A1 (en) 2011-11-17
CN102084069A (zh) 2011-06-01
US8733045B2 (en) 2014-05-27

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